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HomeMy WebLinkAbout3756 Saltmarsh LpCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 DATE: January 02, 2018•' OG (O 3c0 BUILDING APPLICATION #: 18-10000003 / BUILDING PERMIT NUMBER: 18-10000003 UNIT ADDRESS: NIGHT HERON DR 3756 17-20-31-502-0000-1110 6 90 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3756 NIGHT HERON DRIVE/ WYNDHAM PRESERVE LOT 111 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADSgCOLLECTORS Hou ing N/A 705.00 1.000 dwl unit 705.00 SingRleCUEFamily Hou iAng 00 1.000 dwl unit 00 FIRE LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 Single Family CO -WIDE ORD Hou7ing 5,000.00 1.000 dwl unit 51000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) n DATE: d— NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. 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. THk REOURST FOR RP.VTFW Wylbs Vr XULE5 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 'f'OP 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. THIS INSTRUMENT PREPARED BY: LCt U y Name: Sta s t Homes Florida, LLC Address: 1054 Greenwood Blvd Suite 124 Lakes Mey FL 32746 NOTICE OF COMMENCEMENT State of Florida 3 l I County of Seminole a IItIlI IIIEI IIIII Iltll ttlll Ilfll III! Illi GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLERBY. 904E P.s 1521 (11)9s) CLERK'S 4 2017131008 RECORDED 12/28/2017 12:13:51) PMRECORDINGFEES810.00 RECORDED BY tsmith Permit Number: Parcel ID Number. 17-20-31-502-0000-111 O The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance withChapter713, 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 P88 Pas 83-102 Lot 11 1 Address: 3—f 5(n Ni !V-A 4e,- O r m -A Fc' -i v GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suke 200, Roswell, GA 30076 Foe 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 souredasprovidedbySection713.13(1)(b), Florida Statutes. Name: NA Address: • In addition to himself, Owner Designates NA of To receive a copy of the Uences Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Data of Notice of Commencement (The expiration date Is 1 year from date of recording unless a dlHerent data Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under pena; l erjury, I declare that 1 have read the foregoing and that the facts stated in It are true to the bes . kn ledge and belief. Owners SlgneWre Owners Printed Name FkWa Statute 713.13(1)(0)The owner must etgn the notlt:e of emvnenoement and no one else may be permitted to sten In Ns or her stead.' -= State of +-1 . County of t The foregoing Instrument was acknowledged before me this SDS day of b - . Z0 r'• by iet . Who Is personally known to mt Name of person mddlg atstement D ty e'> e , t,.: OR who has produced Identification typo of Identification produced ? Shayne Manger qP1 NOTARY PUBLIC ?' STATE OF FLORIDA .t t• t Comm#GG113111'" \( Q( A ' t Expires 6/21/2021 y Notary slpnatute 0 0. P*---Z- T Edi E IVE CITY OF SANFORD DEC 2 1 2011 BUILDING & FIRE PREVENTION PERMIT APPLICATION BY E Application No: 1-I. 314i5 Documented Constructidn Value: $ Job Address: 3 1 (o Q o,* heron Dr). PG Historic District: Yes No j Parcel ID: 17-20-31-502-0000-1116 Wyndham Preserve Lot I 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? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Arch itect/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, beaters, tanks, and air conditioners, etc. FBC 1053 Stall be inscribed with the date of application and the code in effect as of that date: r Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application I NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that 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 pen -nit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will Wdone 'ance with all applicable laws regulating construction and zoning. g t Date Signature o Contractor/Agent Date r, Robert Willets Print Owner/Agent's Name V sr Signature of No -State of Florida Date Sheyne Mengel NOTARY PUBLIC STATE OF FLORIDA t Comm# GG113111 Owner/AgenY'13E Yi'ifi y2 no2wn to Me or Produced ID Type of ID Print Contractor/Agent's Name tea O.rna"Q 9-;S- 14 - Signature of N State of Florida 0 Date ovtp Sheyne Mengel NOTARY PUBLIC z.STATE OF FLORIDA Comm# GG 3111 Contractt l ly Known to Me or Produced 1D Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [R Electrical [R Mechanical 2 Plumbing® Gas[-] Roof Construction Type: V F3 Occupancy Use: Total Sq Ft of Bldg: 7,8" -?0 Min. Occupancy Load: R, S L7 Flood Zone: k -S ATTgc4 ED of Stories: * - New Construction: Electric - # of Amps /$o Plumbing - # of Fixtures %-j Fire Sprinkler Permit: Yes No (3 # of Heads Fire Alarm Permit: Yes No APPROVALS ZONING:°I 4UTILITIES: ENGINEERING:'V%-rL 1-Z-ZD18 FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 21.9 % IWT. 24 oto Solsti ce - 0, Cts. WASTE WATER: BUILDING: SF Z ' -7-75, Revised: June 30, 2015 Permit Application CITY OF SANFORD i BUILDING & FIRE PREVENTION D: DEC Z 201 PERMIT APPLICATION Application No: Documented Construction Value: S u r1c) Job Address: 3-15(p Q** Dn. 'r,4-t rd 'F Historic District: Yes No Parcel ED: 17-20-31-502-0000- 1116 Wyndham Preserve Lot I 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 gag; 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fag; 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: .20 South Maple Street, Suite 150 Fag; City, St, Zip: Ambler, PA E-mail: sives@rnulhemkulp-corn Bonding Company: NA Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT wrm YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 $ball be inscribed with the date of application and the code In effect as of that date: 50 Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit 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 co 'ance with all applicable laws regulating construction and zoning. C— 47 5 — 9::s aw7/ ner/Ag t Date Signature o Contractor/Agent Datee r, Robert Willets Print Owner/Agent's Name S-t Signature of No State of Florida Date Shayne Menge NOTARY PUBLIC STATE OF FLORIDA Comm# GG1 1 3W Owner/Agenf9fSE Y' firt fiKnc to Me or Produced ID Type of ID Print Contractor/Agent's Name aa I A. -If o -4g to 9-s- I 4- Signature of N State of Florida 0 Date ut Shayne Mangel r NOTARY PUBLIC STATE OF FLORIDA r' Contracr . Comm# GG 3111 nth§pkeffiW jly Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: /Z- ZZWASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3756 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1110 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: Q 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 2&007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) 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 M The parcel is not in the: M floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-3748 Reviewed by: Michael Cash, CFM Date: January 2, 2017 an p4 Application for Paved Driveway, Sidewalk or i Walkway Including Right -of -Way Use & 0O1;Landscaping in Right -of -Way www.aanforde.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax: 407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way In accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit Is required for driveway or t 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 ic„o,,.utybeTow. size and location of the existing right-of-way and use shall be provided or application could be delayed. Calleetonyo left 1. Project Location/Address: 3-i VA". 2. Proposed Activity: PR DrivewayWalkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: rv,t-,3 t c This application is submit d y. Paveriyowner John Reny Signature: ^` Print Name: Address: I ey-1 vOU J V c a 1 ,— P,4 "1,-, F( - 7Phone: -1 --OI (DI Fax: V-I ^ L2 y ' D Email: t rl , t'Ylgt'l eI Date: D, -G -I I Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall Include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said Installatlon/Improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford Insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area In accordance with previously stated 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 Requestors expense and, If necessary, file a Ilan on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its councllpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, sults, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or Indirectly out of or connected with the use of the City's right-of-way. I have readwW-qr ers*nd the above statement and by signing this application I agree to Its terms. Signature: Date: permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: I Oficial Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: Site Inspected by. Special Permit Conditions: Date: IVoveMDer Lulb ROW Use DAvewsy.pol 12/12/2017 SCPA Parcel View: 17-20-31-502-0000-1110 Property Record Card CIA Parcel: 17-20.31-502-0000.1110 Owner: STARLIGHT HOMES FLA LLC st..+aeoowry r:"WMk Property Address: 3756 NIGHT HERON DR SANFORD, FL 32773 Parcel Information Value Summary Parcel 17-20-31-502-0000.1110 Owner STARLIGHT HOMES FLA LLC Property Address 3756 NIGHT HERON DR SANFORD, FL 32773 Mailing 1064 GREENWOOD BLVD STE 124 LAKE MARY, FL 32746-5418 Subdivision Name WYNDHAM PRESERVE Tax District S1-SANFORD DOR Use Code 00 -VACANT RESIDENTIAL Exemptions JusVMarket Value " Legal Description LOT 111 WYNDHAM PRESERVE PB 81 PGS 93-102 Taxes Tax Amount without SOH: $266.58 2017 Tax Bill Amount $266.58 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority 2018 Working Values 2017 Certified Values Valuation Method Cost/Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 14,000 14,000 Land Value Ag 14,000 01 JusVMarket Value " 14,000 14,000 Portability Adj Save Our Homes Adj 0 0 Amendment 1 Adj 0 0 P&G Adj 0 0 Assessed Value 14,000 14,000 Tax Amount without SOH: $266.58 2017 Tax Bill Amount $266.58 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value Page County General Fund Schools 14,000 14,000 01 OI i 14,000 14,000 City Sanford 14,000 0 14,000 SJWM(Saint Johns Water Management) 14,000 01 14,000 County Bonds 14,000 0 14,000 Sales Description Date Book Page Amount Qualified Vac/Imp SPECIAL WARRANTY DEED 8/1/2017 08965 12.155 S3,606,000 1No Improved t-ir d Cwrlparapb Saha Land Method Frontage Depth Units Units Price Land Value LOT 1 $14,000.00 $14,000 Building Information i Permits Permit # Description Agency Amount CO Date Permit Date http://pareeldetail.sepafl.org/ParcelDetailinfo.aspx?PID=17203150200001110 V2 REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: Project Name: Wyndham Preserve - Lot I I I Project Address: 31Sb q., qht \-ron Sanford FL 32771 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1- This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Print N Owner/Tenant Signature of Owner/Tenant Robert Willets Print Name f Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # Scat EasEerbroc, Print Name of El. Contractor Signature of El. Contractor Qpa3m D EI. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: o Progress Energy o Florida Power and Light on Rev. 02/10/15) REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES - DETACHED Permit # %1, z-, u C Address: 31 Sco a tE0m (k -to -a3 BUILDING PERMIT Min MaxMinMaxInspectionDescription 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 REVISED: June 2014 ELSE`-C:,i: CALtPER1VIIT hs`• "i:- - Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power TUG 30 Electric Rough 1000 Electric Final Plumbing Final MECHANICAL PERMIT>'' * ':1,;,? 1':}';?• ?: •::"'•. =; r `' Min Max Inspection Description 10 Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT>'' * ':1,;,? 1':}';?• ?: •::"'•. =; r `' Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 6/17/201710:34 APA EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 Project Name: Lot 111 - 2406 UR Builder Name: Starlight Homes Street: 3-t Si Q i rr`,2. Permit Office: Seminole Count' c City, State, Zip: Sanford. FL, 32773 Permit Number.# 17 _ 3 7 4 8 SANFORD Owner. tit 4ATY` Design Jurisdiction: gFlvonda OFpgR Location: FL, Sanford' County:: Semi Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2724.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 fv 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 W 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1419.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1419.00 fV 6. Conditioned floor area above grade (W) 2402 b. N/A R= ft' Conditioned floor area below grade (W) 0 c. WA R= fF 11. Ducts R W 7. Windows(191.0 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 480.4 a. U -Factor. Dbl. U=0.34 150.00 fe SHGC: SHGC=0.26 b. U -Factor. Dbl, U=0.58 41.00 fV 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U -Factor. WA ft SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: WA ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallonsS. Floor Types (1419.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1034.00 P.' b. Conservation features b. Floor over Garage R=19.0 385.00 W None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.080 Total Proposed Modified Loads: 68.21 PASSTotalBaselineLoads: 68.93 I hereby certify that the plans and specifications covered by Review of the plans and ST9rFthiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis OST Code. calculation indicates compliance with the Florida Energy Code. y n„ 4 -; A' } nnr '-•: ; t a3,„ bQb -e., 1 I/ PREPARED BY: Before construction is completed DATE:rte_ /- this building will be inspected for a compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energ ode. COD't v OWNER/AGENT BUILDING OFFICIAL. DATE: lO-l a DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 6/17/201710:34 APA EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 6/17/2017 10:34 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Lot 111 - 2406 UR Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2402 Lot # 111 Owner. Total Stories: 2 BlocWSubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Sanford FL ORLANDO SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2402 20697 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1034 9616.2 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1368 11080.8 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab On -Grade Edge Insulatio Floor 1 116.7 ft 0 1034 ft' 0 0 1 2 Floor over Garage Floor 2 _ ---- 385 ft2 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 1587 ft' 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1419 ft' N N 6/17/2017 10:34 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FnRM R4n5-gn14 6/17/2017 10:34 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 CEILING Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1419 Its 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below 10 Wall Type1 Space S Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 2 S Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 4 191.3 ft' 0 0 0.6 0 3 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft2 0 0.25 0.6 0 4 W Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 N Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft2 0 0.25 0.6 0 6 N Exterior Concrete Block - Int Insul Floor 1 4.1 40 2 9 4 374.9 ft2 0 0 0.6 0 7 E Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 8 E Exterior Concrete Block - Int Insul Floor 1 4.1 37 11 9 4 353.9 ft' 0 0 0.6 0 9 W Garage Frame - Wood Floor 1 13 39 9 9 4 371.0 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 ft' 2 E Wood Floor 1 None 39 2 10 6 10 19.4 ft= WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Omt ID Frame Panes NFRC U -Factor SHGC Area Depth Separation Int Shade Screening 1 W 3 None Low -E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 1 ft 0 in None None 2 W 3 None Low -E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 3 It 0 in None None 3 W 4 None Low -E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 14 ft 0 in None None 4 N 5 None Low -E Double Yes 0.34 - 0.26 15.0 ft' 1 It 0 in 1 ft 0 in None None 5 E 7 None Low -E Double Yes 0.34 0.26 30.0 ft' 1 ft0 in 1 ft 0 in None None 6 E 8 None Low -E Double Yes 0.34 0.26 15.0 IP 1 ft0 in 1 111:01n None None 7 E 8 None Low -E Double Yes 0.34 0.26 15.0 ft' 1 ft0 in 12 ft 0 in None None 8 E 8 Vinyl Low -E Double Yes 0.58 0.25 41.0 ft' 1 ft 0 in 12 It 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 385 ft' 385 ft' 64 ft 9.3 It 0 6/17/2017 10:34 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 6/17/2017 10:34 AM Energy0augeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000383 2414.6 132.56 249.3 .3444 7 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 0.75 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 ft' DUCTS Supply — Location R -Value Area Return-- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 480.4 ft Floor 2 120.1 ft Prop. Leak Free Floor 2 — cfm 72.1 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Cooling Jan [j Feb [j Mar Vent ng Jan l l Feb HX Mar Ceiling Fans: SeAprMaJunJulAu rjSepWAprMayrlJunJulrlAug i Oct HXNov OctNovNov Dec Dec 6/17/2017 10:34 AM Energy0augeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FC]RM Rdn5-gn1A Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM PM 78 80 78 80 78 78 78 78 78 78 78 78 78 78 78 78 80 78 80 78 80 78 80 78 Cooling (WEH) AM PM 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM PM 66 68 66 68 66 68 66 68 66 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 Heating (WEH) AM PM 66 68 66 68 66 68 66 68 66 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 70 0 0 1 - Electric Heat Pum 1 - Central Unit 6/17/2017 10:34 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U -Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U -Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U -Factor. WA SHGC: d. U -Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Sanford, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft' 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft' 4 d. N/A R= W EF: 0.95 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1419.00 ft' 2402 b. N/A R= It Area c. NIA R= ft' 150.00 ft' 11. Ducts R ft' a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 480.4 41.00 ft' 12. Cooling systems kBtu/hr Efficiency ft' a. Central Unit 36.0 SEER:14.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= fl' 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 36.0 HSPF:8.20 1.000 ft. 0.258 Area 14. Hot water systems 1034.00 fl a. Electric Cap: 50 gallons EF: 0.95 385'00 ft' fN b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: _ o n, Date: Address of New Home: ot-rp., City/FL Zip: 3 d r f L Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/17/2017 10:34 AM EnergyGauge® USA, FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 111 - 2406 UR 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. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/17/2017 10:34 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 111 - 2406 UR 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:: 2402 sq.ft. Cond. Volume: 20697 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I I HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off, and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: yyO4 q1a ST,q 4 Cd D F. O A 6/17/2017 10:34 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 111 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: System 2 Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(OuQ 4 System 4 cfm25(Out) 5 Total House Sum lines 14 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 testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: 6117/2017 10:34 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Job: Starlight - Wymndha wrightsoft• Project Summary Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-886.3729 Email: GRenner®energyair.com Web: www.energyair.com Project• • For: Lot 111 - 2406 UR, Starlight Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 26 OF Design TD 18 OF Btuh Daily range L 0 Relative humidity 50 % Piping Moisture difference 44 gr/Ib Heating Summary Structure 17444 Btuh Ducts 2617 Btuh Central vent (70 cfm) 1985 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 22046 Btuh Infiltration Btuh @ 47°F Method Simplified Construction quality Semi -tight Fireplaces cfm 0 0.055 H ingg Area (ft2) 447 Volume (ft') 21064 21064 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 98 53 Heating Equipment Summary Make Carrier y Sensible cooling Trade 1.00 Latent cooling Model CH14NBO360000A 24015 Btuh AHRI ref 0 Structure 2559 Efficiency 8.2 HSPF Heating Input Btuh Central vent (70 cfm) Heating output 33800 Btuh @ 47°F Temperature rise 28 OF Actual air flow 1105 cfm Air flow factor 0.055 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 19519 Btuh Ducts 3142 Btuh Central vent (70 cfm) 1354 Btuh Blower 0 Btuh Use manufacturer's data y Sensible cooling Rate/swing multiplier 1.00 Latent cooling Equipment sensible load 24015 Btuh Latent Cooling Equipment Load Sizing Structure 2559 Btuh Ducts 525 Btuh Central vent (70 cfm) 2079 Btuh Equipment latent load 5163 Btuh Equipment total load 29178 Btuh Req. total capacity at 0.75 SHR 2.7 ton Cooling Equipment Summary Make Carrier Trade Cond CH14NBO360000A Coil FB4CNP036L AHRI ref 0 Efficiency 11.7 EER, 14 SEER Sensible cooling 24750 Btuh Latent cooling 8250 Btuh Total cooling 33000 Btuh Actual air flow 1105 cfm Air flow factor 0.049 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.82 Capacity balance point = 34 OF Bold/Italk values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft• 2017 -Jun -17 10.31:40 A= 9 Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 4%CA ... Specific\Wyndham Preserve\Lot 111 - 2408 UR.rup Calc = W8 Front Door faces W Manual S Compliance Report Job: Staright-Wyndham wrightsoft' Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: vA%w.energyair.com For: Lot 111 - 2406 UR, Starlight Homes Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Sensible gain: 24015 Btuh Entering coil DB: 76.1 OF Outdoor design WB: 75.9°F Latent gain: 5163 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 29178 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturers Perfonnance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 100% of load Latent capacity: 6713 Btuh 130% of load Total capacity: 30674 Btuh 105% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 22046 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0°F Manufacturers Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33000 Btuh 150% of load Capacity balance: 34 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 5.6 kW 86% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017 -Jun -17 10:31:40 wrightsoft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCP....Specific\Wyndham Preserve\Lot 111 - 2406 UR.rup Calc = W8 Front Door faces: W Job: Stadight - Wmyndha wrightsoft• Duct System Summary Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner®energyaircom Web: www.energyaircom For: Lot 111 - 2406 UR, Starlight Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heati ng 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.116 in/100ft 1105 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.116 in/100ft 1105 cfm 241 ft 13 Name Design Btuh) Htg Cfm) Clg Cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk e82 h 255 14 13 0.334 4.0 Ox 0 VIFx 8.7 75.0 Peak AVF bed.3 c 1420 46 69 0.190 6.0 Ox 0 VIFx 22.3 125.0 stl bed.4 C 1741 71 85 0.196 6.0 Ox 0 VIFx 17.6 125.0 stl bed2 c 1857 73 91 0.282 6.0 Ox 0 VIFx 24.1 75.0 0.116 cl.4-A h 232 13 10 0.200 4.0 Ox 0 VIFx 19.8 120.0 stl tam -kit -din c 2715 129 132 0.155 7.0 Ox 0 VIFx 35.3 145.0 st3 tam-klt-din-A c 2715 129 132 0.157 7.0 Ox 0 VIFx 33.8 145.0 st3 fam-kit-0in-B c 2715 129 132 0.174 7.0 Ox 0 VIFx 26.3 135.0 st3 ne>FA h 2081 115 79 0.116 7.0 Ox 0 VIFx 51.1 190.0 st4 flex -B h 2081 115 79 0.119 7.0 Ox 0 VIFx 46.1 190.0 st4 laun c 632 3 31 0.344 4.0 OX 0 VIFx 6.3 75.0 loft c 1008 47 49 0.318 5.0 Ox 0 VIFx 13.0 75.0 m be h 349 19 19 0.363 4.0 Ox 0 VIFx 7.1 70.0 m bed C 2481 88 121 0.340 6.0 Ox 0 VIFx 7.4 75.0 pdr-A h 1221 67 24 0.149 5.0 Ox 0 VIFx 48.3 140.0 st3 Wc-A h 840 46 38 0.312 4.0 Ox 0 VIFx 14.6 75.0 Dold/ifalic values have been manually overridden 2017 -Jun -17 10:31:40 wrightSOft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 SCA ...Specific\Wyndham Preserve\Lot 111 - 2406 UR.rup Calc = W8 Front Door faces: W Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk stl Peak AVF 130 164 0.190 470 8.0 0 x 0 VinlFlx st4 Peak AVF 229 159 0.116 519 9.0 0 x 0 VinlFlx st3 st3 Peak AVF 684 580 0.116 639 14.0 0 x 0 VinlFlx st2 st2 Peak AVF 684 580 0.116 639 14.0 0 x 0 VinlFlx Dold/ifalic values have been manually overridden 2017 -Jun -17 10:31:40 wrightSOft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 SCA ...Specific\Wyndham Preserve\Lot 111 - 2406 UR.rup Calc = W8 Front Door faces: W 2017 -Jun -17 10:31:40 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 ACC ....Specific\Wyndham PreservelLot 111 - 2408 UR.rup Calc = W8 Front Door feces: W Grill Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FR fpm) in) in) Opening (in) Matl Trunk rb1 0x0 951 928 0 0 0 0 Ox 0 VIFx rsb7 Ox 0 154 177 0 0 0 0 Ox 0 VIFx 2017 -Jun -17 10:31:40 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 ACC ....Specific\Wyndham PreservelLot 111 - 2408 UR.rup Calc = W8 Front Door feces: W Level 1 Job M Starlight - Wyndham Performed for: Lot 111 - 2406 UR Sanford, FL 32773 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com LVTW Scale: 1/8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.08 RSU17013 2017 -Jun -17 10:32:00 m Preserve\Lot 111 - 2406 UR.rup r.. level2 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Job M Starlight - Wyndham Performed for: Lot 111 - 2406 UR Sanford, FL 32773 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 2 RightSuhe® Universal 2017 17.0.08 RSU17013 2017 -Jun -17 10:32:00 m Preserve\Lot 111 - 2406 UR.rup 1-1/2" VTR Z VTR 1-1/2" VTR 1-1/2" VTR SH ( TUB 2" WM LAV LAV WC 2° WC LAV WC 3" a 2" 3a a n 3" 3" a 3" O AUTO VERT Ks d a UP O J O Vl ifCA6 2 t tir 3" co PLAN 2406 w0 PLUMBING RISER DIAGRAM C W Z .2 4)N N 00 L o +, 00c c o m Z'6 ome1 o. wO o m N mjn N u w N U C/1 WYNDHAM PRESERVE - LOT 111 PLOT PLAN WYNDHAM PRESERVE LOT III Proposed) LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 829.43 feet; thence N.89°43'03"E., a distance of 801.02 feet to the POINT OF BEGINNING; thence N.00°16'57"W., a distance of 60.00 feet; thence N.89°43'03"E., a distance of 115.00 feet; thence S.00°16'57"E., a distance of 60.00 feet; thence S.89043'03"W., a distance of 115.00 feet to to the POINT OF BEGINNING. Containing 6,900 Square feet, more o less. a BUILDING LAYOUT NOTE: ZONIN DATE Contractor and owner are to verify all backs i% IA:. A. d 1 t DIMENSION NOTE: 9 nsrons, an ayou shown hereon prior to any construction, andProposedbuildingdimensionsimmediatelyadviseGeoPointSurveying, Inc. of shown hereon are of the exterior. any deviation from information shown hereon. Failure to do so will be at user's sole risk. I Ok to construct single family home POINT OF with setbacks and impervious area COMMENCEMENT shown on plan. 29.9'1c "we - NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 0 25.0' 2-%A oto So S c.e - V, CTCV WESTERLY UNE OF THE NORTHEAST 1/4 OF SEC 17-20-31 BASIS OF BEARING) n n 0 i o z z z; t o r^•i n0 t O ACq .,1rC NN o rn in o -n ol Iz I n o d O C m N m C C=7 11.0' LN -43 '03"E 801.02' POINT OF- I I IBEGINNING LEGEND: ADUSSD -Access/Drainage/Utilities/Sidewalk r /Sight Distance Easement I TRACT A STORMWATER TRACT) S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power & Light PJ- Description FFE -Finish Floor Elevation 0. . -Deed Book QM Water Meter O.R.-Official Records Book D4 -Water Valve P.B. -Plat Book V --Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RCM -Reclaimed Water Valve Conc.-Concrete Cable Box BP -Brick Paver M -Telephone Box SW -Sidewalk 0 -Electric Box FFE -Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet Guy Pole GTI -Grote Top Inlet Light Pole P.U.E.-Public Utility Easement t --Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride 0 -Stoma Sewer Manhole NCS -No Corner Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet ENNo -Electric Handhole D.U.E.-Drainage/Utility Easement COO -Clean Out FMGD-MAG NAIL do DISK XvD4-Irrigation Control Valve P.K. -Parker Kolon Nail a -Sign SIR -Set 1/2' Iron Rod LB7768 w04 -Gate Water Valve SPKD -Set P.K. do Disk LB7768 Gas Meter FIR -Found 1/2' Iron Rod LB7768 11. -Existing Grade F1P -Found 1/2' Iron Pipe 187768 a -Blow-off Valve FPKD -Found P.K. Nail do Disk L87768 --Drainage now Dii ection FCM -Found 4'x4' Concrete Proposed Design i+rode Monument PRM LB7778 As-Built/Existinq Grad Note: Some items in above le en ma not be a licdble REVISIONS ,. Description Date Dwn. Ck'd P.C. Order 'iNo. m IEn m 3 IF: PROPOSED ICONC WALK I PROPOSED DRIVEWAY I R---------------------------- -0 n PROPOSED 4.0 2 STORY RESIDENCE PORCH 2406 SOLSTICE ELEVATION - U M GARAGE - RIGHT Ito FFE= 28.3 I Building Setbacks LOT = Setbacks: Per construction plans for LIVING AREA= WYNDHAM PRESERVE%* City of Sanford, Seminole County, Florida. 385 SQ.FT. Front = 25' 24 SQ.FT. Rear = 20' 7D Side = 7.5' rrl n WALKWAY = O A/C PAD = 9 SQ.FT IMPERVIOUS= 29.8 X SOD = b OFF LOT AREA CALCULATIONS C LOT AREA CALCULATIONS LOT = 6.900 SQ.FT. LIVING AREA= 1,034 SQ.FT. GARAGE = 385 SQ.FT. PORCH = 24 SQ.FT. DRIVEWAY = 469 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 42 SQ.FT. A/C PAD = 9 SQ.FT IMPERVIOUS= 29.8 X SOD = 4,837 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1,500 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTAL AREA A = 8.400 SQ. DRIVEWAY = 583 SQ.FT. SIDEWALK = 342 SQ.FT. SOD = 5,083 SQ.FT. 49.7' PATIO 0 0 cN 10.0 0 LOT 111 AREA= 6,900 S.F. ± 0 mN 49.7' 29.3' Q o PAD o I 115.00' S89'43'03"W LOT 110 I SURVEYOR'S NOTES: PREPARED FOR 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades dr 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) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) i Jd'mei3, D. Leviner/ LS6915FLORIDAPROFESSIONALSURVEYORdoMAPPERNO. .................. NOT VAUD'WITHOUT THE SIGNATURE AND THE ORIGINAL ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C -0765H. in Flood Zone "X" DESCRIPTION: PROPOSED LOT 111, according to the plat of "VvYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 1111111111 ' Maitland, FL 32751 00 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 A GeoPoint Surveying, Inc. Drawn: MTP Checked: JDL P.C.: Data Rle:BrhaonEast-Plat Date: 7/04/17 Dwg: &b=fA t -Loll l l Order No.: SEC. 17 - TWN.20 S. - RNG. 31 E. Field Bk: RECORD COPY Mmiewtv WIFIFIRIF Ashton Woods Homes Seminole 2406 Starlight LOAD CALCULATION May 26, 2017 `- I. HVA ' L A S NEC 2011- 220.82 C 3- 1 ZONE COMPRESSOR SIZE CONNECTED LOAD 1 4.00 TON 7.20 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR. HANDIER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 14,87 KVA TOTAL LOAD FOR COMPRESOR @ 100% 7.20 KVA. TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL IJVAC DEMAND LOAD 12.19 KVA 11. GENERAL LQMS INLC 3011- 220.82(8)(1) - LIGHTING 2401 Sy Ft @ 3VA/Sq. Int 7.20 KVA QTY VALUE TOTAL KVA 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 1.50 KVA I DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA I DISPOSAL(])0.80 0.80 KVA 0 DISPOSAL(2) ? lllel 9 0.80 0 RANGE/OVEN (1) 7,20 1 RANGE/OVEN (2) SANFORD 12.00 12.00 KVA COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS,.,- L50 I MICROWAVE CIRCUIT i 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4,80 0 40 AMP CAR .60730AMPOOLCIRCUITPR,20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 37.70 KVA ISTI10 KVA (GENERAL LOADS) @ 100% 10,00 KVA REMAINDER (GENERAL LOADS) @ 40% 11.08 KVA SUB=TOTAL QgENERAL LPADS)N C2011.220.8213 21.08 amass KVA HVAC LOADS 12.19 KVA GENERAL LOADS 21.08 KVA TOTAL DEMAND LOAD NEC 2011- 220.82 A 33.27 KVA MINIMUM SERVICE. SIZE 138.61 AMPS RECOMMENDED SERVICE SIZE AMPS150 Typical 150 Amp Electrical Diagram TypicalFrI150Atop Interior Panel SANFORD 150,Amp Main 120V 1240V 7 2/0 SER Aluminum Service Gable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL 1711 - NEC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Capper Per NEC 250.66 B Grolund Clamp I ....... ...,... -......... ...... 1 Concrete Encased Electrode ESG 07/21/2014 R 0810412015 r j a v `c z n 3 a better system framing ors and It's the SIMPLE FRAMINGIN methods when the resulting reduced 2 Ceilings Framed with 13C10 Joists Y TEW" featuring beams, joists and labor and materials waste are considered. The consistent size of BCI11 Joists rim boards that work together as a system, There's less sorting and cost associated helps keep gypsum board flat and with disposing of waste because you order free ofunsiunsightly nailsoyouspendlesstimecuttingandfitting. g y paps and ugly only what you need. Although our longer shadows, while keeping finish work toInfact, the SIMPLE FRAMING SYSTEM" lengths help your clients get the job done a minimum, p uses fewer pieces and longer lengths than faster, they cost no more. RIF VRA -LAM"' Beams for Floor conventional framing, so you'll completeEnvironmentally S and Roof Framing jobs in less time. As an added bonus, floor and roof systems These highly -stable beams are free You'll Build Batten Homes built with BCIO Joists require about half of the large-scale defects that plague with the the number of trees as those built with dimension beams. The result is quieter, SIMPLE FRAMING SYSTEM" dimension lumber. This helps you design a flatter floors (no camber) and no Now it's easier than ever to design and home both you and future generations will shrinkage -related call-backs. build better floor systems. When you be proud to own;' L Boise Cascade Rimboard specify the SIMPLE FLAMING SYSTEM", What Makes the SIMPLE Boise Cascade Engineered Wood your clients will have fewer problems withFRAMING SYSTEM", o Simple? Products offer several engineered squeaky floors and ceiling gypsum board rimboard products regionally, including cracks. The SIMPLE FRAMING SYSTEMO C -J Floor and Roof Framing; with BC RIM BOARDe OSB, BC RIM also means overall better floor and roof BC16 Joists BOARD" and VERSA-RIM41 (check framing than dimension lumber allows. Light in weight, but heavy-duty, BCIO supplier or Boise Cascade EWP Better Framing Joists have a better strength /weight O Doesn't representative for availability). These products work with BCl Joists: to Have to Cost More ratio than dimension lumber. Knockouts provide a solid connection at the can be removed for cross -ventilationBoiseCascadeEngineeredWood critical floor/wall intersection. Products' SIMPLE FRAMING SYSTEM" and wiring. often costs less than conventional framing j Product Profiles, BC10 Architectural Specifications ....... 3 VERSA -LAM" Products, Specifications, Allowable Notes..... 26 About Floor Performance, BCM Residential Floor Span Tables, VERSA=LAMO Details, Multiple Member Connectors ..... .. 27 One Hour FloorlCeilingAssembly .. : ..... : ....... . . . 4 VERSA' -LAM" Floor Load Tables (100% Load Duration 28 BC10 Floor Framing Details .. , . . ; .. .... . .......... 5-6 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ... 29 r BC10 Joist Hole Location & Sizing, Large Rectangular Holes .. 7 VERSA -LAIN Non -Snow Roof Load Tables (1251 Load Duration). 30BC10CantileverDetails, Web Stiffener Requirements 8- 9 BC111 Floor Load Tables .. 10-12 VERSA -LAM® Closest Allowable Nail Spacing . .:.......... 31 r BC10 Roof Framing Details ..... ; 13-14 VERSA-LAMO Design Values_ . ......... 31 t BC10 Roof Span Tables . , ....... , .. .. 15-18 VERSA -LAM* 1.8 2750 Columns, VERSA-STUDO 1.7 2650`, . 32 BC1101 Roof Load Tables ... 19-23 Computer Software: BC FRAMER', BC CALCI 33 BC10 Design Properties, SCIOAllowable Nail Spacing . 24 Framing Connectors: Simpson, USP 34-35 r fi Boise Cascade Rimboard ProductslProperties ......... 25 Lifetime Guarantee ... ; Back Cover Eastern Product Profiles r., , VERSA -LAM- VERSA-LAMO VERSA -LAM' t3Cl 4504s 1,8 BCI 5000s 1.8 BCi 6t)OOs 1,8 8CI'16500s i,8 801160s .0 8CIO 90s 10 1.72650 1.82750 2,03100 1'/a' /a .. ; _ _ _ 9"/2 9Y2 91/2' 11%11 117/e 3'/z' 11 %11 y 9"/i11'ls" , 11 "/s" a 14" 14" 3Y2 3'/z" to s 14 11 /e 14" 14" 16" 1 to 16 ° ' to 7W 2 „ l 1---- ...,i--. i,. ,.. Imo-- ISI ISI l 1'I" 2n 25/16" 2/111 OAA" 3%11 1W, 1W, 31/2" 3i/s" to 5%&" 1"/2 1'l", Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability, 3Y2', 5Y+"' B011 and VERSA -LAM' products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports, v t t c t z n cc ,yc CIO Joist Architectural, Specifications Scope: This work includes the complete Design: The BCl'1 Joists shall be sized Storage and Installation: The BCI11 furnishing and installation of all BCIO Joists and detailed to fit the dimensions and Joists, if stored prior to erection, shall be as shown on the drawings, herein specified loads indicated on the plans, All designs stored in a vertical and level position and and necessary to complete the work, shall be in accordance with allowable protected from the weather. They shall tatedals BCI11 Joists shall beimanu- values and section properties developed in be handled with care so they are not factured by Boise Cascade Engineered accordance with ASTM D5055 and listed damaged. in the governing code evaluation service'sWoodProductswithorientedstrandboard The BCIO Joists are to be installed in webs, VERSA -LAM report. laminated veneer ' accordancewith the plans and the Boise lumber flanges and waterproof, structuralDrawing: Additional drawings showing Cascade Engineered Wood' Products adhesives. layout and detail necessary for determining Installation Guide, Temporary construction Joist webs shall be graded Structural I fit and placement in the building are (are loads which cause stresses beyond Exposure 1 by an agency listed by a model not) to be provided by the supplier. design limits are not permitted. Erection code evaluation service, Strands on the Fabrication: The BCI11 Joists and section bracing shall be provided to keep the BCI 11 face layers of the web panels shall beJoists straight and plumb as required andpropertiesshallbemanufacturedinaplant oriented vertically in the joist. The web evaluated for fabrication by the governing,' to assure adequate lateral support for panels shall be glued together to form a code evaluation service and under the the individual BCIII ,Joists and the entire continuous web member. The web panels supervision of a third -party inspection system until the sheathing material has shall be machined to fit into a groove in agency listed by the corresponding been applied. the center of the wide face of the flange evaluation service. Cedes: The BCIO Joists shall be evalu- members so as to form a pressed glue ated by a model code evaluation service. joint at that junction. ultimate end user to cletermine'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 anThefloors tables listed below offer three ver differentofthepy, 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. r THREE STAR * rr i POOR ii#R * * F * MIN a sTtpFt ESs ALLOW50 BY CODE Live Load deflection limited to L/480: The Live Load deflection limited to L/960+: Live Load deflection limited to L13W common industry and design community In addition to providing a fluor that is 100% Floors that meet the minimum building standard for residential flour joists, 33% stiffer ' stiffer than the three stat' flour, field code L/360 criteria are structurally sound to than L/360 code minimum. However, floor experience has been incorporated into the carry the specified loads, however, there is a performance may still be an Issue in certain values to provide a floor with a premium much higher risk of floor performance issues. applications, especially with 9"f'" and 117,V performance level for the more discriminating This table should only be used for applications ° deep joists without a direct -attached ceiling, homeowner. where Poor performance Is not a concern, BC1e Joist Joist 12"' 18„ 19.,2" 24" 32" pe th genes' o.c, oc oe oc oc 12'" ' fi 16' ; 19.21" . 24" i 32.. 12"' 16" 19.2" 24" 32" O.C.oc oc oa oc O.C.oc. oc oc Ole. 4600s 1,8 1W-11" 1 1516 14 8" i 13 7" 11 9"" 11 6" 11 8 10 o 10 0" 9 7 18 9 16 8" 16 3' 13 11 9 5o00s16 h7' f i X10-0" O 16'-0" 1 15-2'114-1^ 12'4" 11-6 11-6' 10-0 9- 11 19-4 17'-9" 16- 144" 124 600081,13 18 2' 16 8 5 14-!i 13 4r '„ -1' 11-6 11 i 104 20'»2” 18-5 1I 5 9' 15- 13'4" 6 1 . N 6500$1,8 18'-8" ! 1r-1"' ; i 16`-^1"' 15 13'4" 11'-6" E 11'4'" 1v4,. . 10'-0" 10'4" ! 21Y__8" 18-11" 17'-10" 164" 14'-3" S 4500s 1,8 20.01 " 18'-4" 17'-3" i 15'-'S" ' 13.41 i 1S 6' ' 14 3' " 13 5 r 12 6 11-4 `. 21'-10" 18 11 ' 17 3' 1,5'-5" 13-4" w + 50o0s 1 $ 20-9" i " 19-0" i 17 11' 104" ` 13-4 154' 14-9' r 13 11 12'-11" 11-9 23-0 20-4" 16-6 16 7 13-4 6000s1.8 21-7" " 18411 8 i 17-4 14'-10" 164" 15-4' 14'-S' 13-5 12'-l" 10' V-10" 20-0" 17'-11 " 14-10" 6500s 1,8 22'-2" 20'-3" ` f9" 17-10"' 14-1 " A 10" 16-D 15 10" T 14'-11" ' 13'-10" 12'4" 'I 244" ' 22-V' 21'-1" W-10" 14-10" 60s 2 0 231-71' 21 20-4" i 16"-11", M 15 9 141-8 13 3 261-11, 231-10" 22"-0' 21-0" 16-4 Jos 2.0- 26'-71' s 241-311 l 22'-10" 21'--3" 19'-4" 191-0" t 96-10" 1T-8" , 16`-5" 14-10" 29'-5" 26-1a' 25'-3" 23'-6" 19=-4" 4500s 1 8 22'4' 20"-7 ' 18 9" 16'-9" , 13'-11" V-1 0" 113'-T 1 15'-4" 14-3" : IT -O" ' 23'-10' 20'-7" 16 J" ' 16-9" 13'.11" 500os 1 8 23 21 20 2' ; 18--0 13'-11" 16-6" ' 16=10" i 15 11 14'-9"_' 13-5 25'-7" 22'-V 2V-2" 18-0 13'-11" 6000s 1 6 24 " i 22 5" 2t 2 } 19'4" 15' S 19 2"' j 17-6' ' 16-6" 1 15-4' 13 11 27 1"' 2 11"! 21 10 19 45" 15 514" _w _ 8500s1,8 -Z" '' 23-0 " 214" 20'-2" '' 16-•5 w_. _ 19-8 171-1111 E 16 11' X15--8 14-•3 274" 26-2" 22 11` 20-6" '16-61 60s 2 0' 26-9"` 2# 5" 23-{1 " 21-5" 16' 4" X-11" 19`-0" 7 11' 1 16'-7" i 15 1 29 i" 27-0" ! 25-8 V-10" 164' 90s2.0 361-V f 21n-61) 2V-10" i 241-0" W-6" 23'-6" ` 21'-4" 20'-0' ; 18'-8" ' 1 16-9" 33'-3' 30,,4" ! 28-7" P 26,-0„ 1g' 6" r 4500s 1.8 15'4" t 22'-V' 2W -V 17'-11" 1 44'.1" 1J 9 18 0 17'-0" 1 W-10" 14'-l" 25'_S" 2Z-0" 2V-1" 17'-11" 141-111 6000s 1 8 727 24`4"' i 20 10 15 21 2 19-4 18'-2" 16 11 15-4 29-6' 25-5 23-4' 20 10 15-91..23 r 16" 6500s 1.8 21_r 25-4' 23 11" 21'-V 16'4" r 21'-9" IV -9` 18-8 17-4 1V- 8 30-8" 20-11" 24-$ 21 1 15-9 6os 2 0: 29'-7" 27-V" i 25-€'0 21 10 16-d' ' 23-2" ' 21'-V V-10" 18-5 ' i 16-4" 32-6 25' 10 27-4' 21 10" 16 4 los 2.0 , 4" 30 4"`, ; 27" Span table is based on a residential floor load of 40 psf live load and 10 psf 'Table values assume minimum bearing lengths without web stiffeners for joist dead load (12 psf dead load for 90s 2.0 joists), depths of 16" inches and less. Span values assume 23132" minimum plywood/OSB rated sheathing is glued and 'Floor tile `will increase dead load and may require specific deflection limits, nailed to joists for composite action (joists spaced at 32" o.c. require sheathing contact Boise Cascade EWP Engineering for further information. rated for such spacing -71$" plywood/OSB). Y ` This table was designed to apply to a broad range of applications. It may Span values represent the most restrictive of simple or multiple span appli- be possible to exceed the limitations of this table by analyzing a specific cations. Analyze multiple span joists with BG CALCe sizing software if the application with the BC CALCO sizing software, length of any span is less than half the length of an adjacent span. (Shaded values donot sa# the requiremonts of tha North Carolina State Span values are the maximum allowable distance betweenclear supports, Building Code. Refer to the t/REE STAR table when spans exceed 20 feet.) ICC ESR 1336 F/REASSEMBLY COMPONENTS 1. Min, 23ls211thick 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. BCI11 Joists at 24" o,c, or less. 3. Two layers W Type X or two layers 'YV Type C gypsum board, installed per Figures 2' or 3 of ICG ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels See the US version of the Boise Cascade Fire Design & installation Guide for specific specific Add carpet & pad to fire assembly: STC=54 : or 3"Y," glass fiber insulation to fire assembiyt STME or assembly information and other fire resistive options an additional layer of minimum V sheathing 1ICT=50OrcontactyourlocalBoiseCascaderepresentative. 5TG=61end9Y." glass fiber insulation to fire assembly: BCI rir See pa Floor Framing t. 400 When instalfing Boise Cascade EWP n below is showing several suggested BCI6 blocking or 2x4 *squash" block on each products with treated vocoti, pr the Boise Cascade EWP products. side required when supporting a load-bearing; use only eonnectortLlfnsteners led to show an actual house under wall above. that are approved for use with the correspondingWood treatniertt. BRIDGING IS REQUIRED +. VERSA-LAM01 header or an BCIOheader. 1.lh" knockout hales at IT'ION STABILITY, ` approximately 121, ac. ut lines (1x4 min.) B" on are pre -punched. 3sten at each joist with Umum. fiber is r+ w use ion tYYtS, 4F see page 7 for allowable hole sizes and location. E CASCADE" Rimboard, pages 6 and 25, VERSA -LAND LVL beam. Endwall blocking as required per I bearing cantilever details, see page 9. governing building code. SCis Blocking is required when joists are cantilevered: i,1 -LAM, and ALLJOISI" must be stored, installed and used in thatsssure no exposure to weather :orthe elements and an environment that is free e Boise Cascade EVVP Installation Guide building codes, and to ' from moisture from any source or any pest, organism or substance which degrades or rr sistent with the Eloise Cascade EotoP Installation Guide, usual and damages wood or glue bonds, Failure to correctly store, use or install VERSA -t Aral". practices and standards. VERSA -LAM,", AI LJC'IST nnd 8GI,' Joists, ALLJCIST`, and BCF', .los, in accordance with the Boise Cascade, EuVt Installation Guide covered, and stored off of, the ground ort sliders at all timt s prior to will void the limited warranty. 3,A -LAMS, A3rLJOISTO and SCJ``, Joists are untended only for applications RNING PRODUCT HANDLING TO AND AT JOB SITES WORKERS ON B IO JOISTS UNTIL ALL 'There are some differences between engineered wood 10 FLIM JOISTS, RIM BOARDS, BCI' BLOCKING products and traditional lumber products in terms of product ACING AND TEMPORARY 1x4 STRUT handling: Avoid handling and storing l CIO joists In the flat STALLED AS SPECIFIED BELOW, SERIOUS direction. VERSA-LAMO Is denser and due to the coating AN RESULT FROM INSUFFICIENT ATTENTION applied to the surface, can be more apt to sliding. Please RACING CURING CONSTRUCTION. consider these differences when transporting and handling AN BE AVOIDED UNDER NORMAL engineered wood products. aY FOLLOWING THESE GUIDELINES: o > ., and wall at the end ofthe bay, or permanently install r - , ,. _ t BCI11 blocking panels, and nd properly nailed as each re than eight feet on center The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. IN 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. Do not stack construction materials (sheathing, drywall, etc) In the middle sof BCIe .Joist spans, contact Boise Cascade EVVR Engineering for proper storage and shoring information. ntnes minimum from limlt spllttmg. 1{i r PrnmIISI t) inilct Additional floor framing details available with BC FRAMERO software BCI" BCIII Joist ft=, rim)oist blocking. i 01 2n lumbar is not sunable for use as nmboard l with BCI" louts. it lumber is not Blocking may be required or 1,10 us rim perpendicular to wall E It Bei° Joists of record ansult idf professional building official i Use of BCI- roil ret 2x6 w f r wan for minimum gist birios 2+ w BOISE CASCADE' One 8d nail Rimboard each side at 1 1 bearing 9 Solid block Note: Sell, floor f all posts I joist must be from above I designedtocarry 1 minimum bearing to bearing wall above when length (13required for below. not stacked over t8"an/.d deeper Joists) wan below. t To limit splitt[ng flange, start nails at least 110e" 2 s Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consun design angle to limit putting of bearing plate, professional of record. SCID Joist Slope Cut Reinforcement Detail below restores original allowable abova $ Blocking maybe required at intermediate bearingsfor Double Squash Block Vertical Load shear/reaction value to out end ofBCl'xjoist. BCI" low), floor diaphragm per IRC inhigh seismic areas, consun Iblit — Joist shall not be used as a collar or rafter tension tie local building official Jofstspacin in4 x6mi y, limRaheiahalihe 12 16 19,2 24 be sUpported by 6(fge #>s,arn oe M Weer ;rl per rrin atr i c>rt2x44463334727892231 Load bearing 2x6 7013 5259 4383 3806 is 12 t^ wall above ex, istacked over 1, Squash blocks are tobelnfulloontact rGi wallbelow) with upperfloorandlowerwailplata Neel tiepth 2. Capacities shown areforadouble Depth tSesquashblocksateachjotst,SPF or table2xblock. 2A' better. '' halals} 2x blocking required at bearing (not shown for clarity). ilockn 1211Double Cie )Oi51 ' 11/u'mo, plywor OSB rated sheathing as reinforcement n Double lOn Sheathing or Install reinforcement with face grain horizontal. Install onf1withrimboardbothsidesofthejoist, tight to bottom flange: Leave ails. Filler Block closure minimum 'W gap between reinforcement and bottom of t (see chart below) , BCl1D Joist top flange. Apply construction pdhesiveto contact r+l l surfaces and fasten with 3 rows of min. 10d box nails at n, ) blocking 6" o.c, Alternate naliingfrom each side and clinch. 0A111 required for I cantilever, Minimum Heal Re th ck Nail We inlay a A E End Root Pitch 10d nails. Net Ing 12" L B Wailseon -center 6f12 7112 8112 9112 10112 13112 Lange Connection valid for all ` For load bearing cantilever, sea pagan 8 2 x d 4"/a `, 4"l," 4"l," +31/4" applications. Contact Boise Cascade J and 9. Uplift on backspan shall be 2/s" 2'11' 2°/+e' 2'" EWPjEngineoring for specific eondiNons, considered in all cantilever designs.. Sheathing to BCIOoist: WES STIFFENER REQUIREMENTS upportedattheends with - Prescriptive residential floor sheathing nailing joist or blocking panels. reapires 8d common nails @ 6" o.c. on edges and @ " See Web Stiffener Requirements on page 9. oard are required at 12 o.c in the field IRCTable R602. 1)), PROTECT ECl JOISTS FROM THEAi# RSeeclosestallowabenaiispacingfirmsonpage ntermediate bearings for 24 for ffoordfaphragmnailing specified atcloser " cl" ray is salt twice(j(rrtlyfr appi Ifs n'sthat:"t S+ode h seismic areas, consult s ifacingthanIRC, 'raiw eatprCprotection on, tl weather,Bundkes of prod"'ta Maximum braclaspatiag forfull lateral stability: sh uitl rbe oovered and stored offof the ground on stickers, iTH FOR ECIC' JOISTS 18" fur BCI0 4500s&50 0Os, 24" for larger BCI roll BCIOJoists. 3%' is joist series, ECIC' RIM JOISTS AND BLOCKING ermedlate supports. - 14 gauge staples may be substituted for 8d nails if e ; apaougherreactionvalues. the staples penetrate at least I inch Into thejoist. uatloo report or the BC - Wood screws maybe accepptable, contact localtf building official and/or Bofse Cascade EWP DepthSei1BS No Ml 8 ui W m a Engineering for further information. w. osure panel to BCh joist: y 4500s 18, 5000s L8,2300 N A Inches thick and less. BACKER AND FILLER BLOCK DIMENSIONS60005 1$ 65005 18 . u I top and bottom flange,Aeries- i;kBrloclhkitssidrlvciST#kfl 4500s 1.8, s0OOt)s IS,2150 N/Afst! Od box nails, one 11/e° 60DOs 1!8, §AO 18_ I flan e" 4 DOs a/e" urs14" Two/a' wood panels or 2-16 box Halls, one each 8 _+!Qod panels 2 x 60s 2A 90S 2.0 2500 N/A ge, 5000s V or'/a° Two 4" wood panelsor 4500S18 5000s 18 Toe -nal] to fiangeto rim 18 wood panels 2 x,-----" 14 60UOs 18r650Os 18 2000 N/A one each side offlange. 6p00S 111e or two %" 2 x ` +'/aa" or Ch blocking panel to 18 woo i panels h' wood anal 60s 2 0 90s 2 U 2400 N/A 6500s P or two 6,41 X—+ %" or _. 4500s 18, 6000s 18, 1900 2500IRC. 18 wood„panels ” wood eanei_ 716" 6500s 18 _ fessionalof record's 60s 2.0" or two" 2 x t r{re"or 6Os 2.0, 90s 2.O 2300 2700 infer, woodpanels ih" woos panel: d. le ofthe web, placed 1% $Os 2 0 2x—lumber Double 2 xy lumber j1) Newe iffene s requiredrs at and of the BCI Joist to 12) Web stiffenersnotars required r each end of blocking, Cut backer and filler blocks too maximum depth equal applicable for rim joists. to the web depth minus 1/A" to avoid a forced it. N/A: Not applicable I C 6 Joist Hole Location & Sizing BC10 Joists are manufactured with 1Y2" round perforated knockouts in the web at approximately 12" on center Minimum spacing - 2x greatest dimension D of largest hole (knockouts exempt) 1) 00 NOT sea table below] (see table below] cut or notch flange ' JZ 00 6 cul in web area... No holes (except knockouts) A 1+h" round hole may be as specified allowed In bearing zones cut anywhere In the web. Do not out holes Provide at least 3" of larger than i%"' clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1W x khx}. 7 w o,...... 3. Select a table row based on joist depth and the actual joist span Round Hole Diameter lin1l 2 3 4 5 6 6% 7 1 8 1 8Y. 9 10 11 12 13 rounded up to the nearest tablel Rectangular Hale Side € 5 .7.. , span. Scan across the row v.. , „h!?1.... - to the column headed A theY f 5 2' 1" ; 2'-9 1" T-5 >` { appropriate round hole diameter' Any °.... I or rectangular hole side. Use an ! 12 V-0" 1' 2 2'-2" 3"-2 4'-2" r 4'-V 6,2"the longest side of a rectangular Joist j It hale, The table value is the 16 1'-0"'y ; 1"-7'" i 2 11 ' 4',3' 15'-7 c 6"-3" 6` 11 ' " closest that the centerline of the m....,..... ... ........ . .. . hole may beta the centerline ofRoundHoleDiameter [in],, 2 3 4 5 6 6% 7 8 8%9 10 11 12 13 the nearest support. <' Rectangular Hole Side fly 2 3 4 5 7 8 _ _ The entire web may be cut r ....... i - out, DO NOT cut the flanges. 6 1--o" 1 1 1'-5" 1 1'-10 " } 2'-4 2 7" 12-10" 3' 4" i 3'-9" , Holes apply to either singlet' or multiple joists in repetitiveAny121-0 V-4" ; 2'-1 ;2'-10"' T-7" 3-11 14'-3" ; V-0" i V-8"member conditions, Span r i ,.. ;. . Joist Spt]n i6 1'-0" 11 -10" ;2 10 ; 3`-9" 4"-9 ; 5"-3" 5'-9" i W-9" T-7"' For multiple holes, the amount of Joist 20 ` 1'-1"" 2'-3" i 3 6"' 4'-9"' 5'_111 ? 6'-7" 7"-2" 8 -5'" 9,-6" must q web beast twitweence holes thmustequalatleasttwicethe diameter (or longest side) ofmoundHoleDiameterhn]: 2 3 4 5 6 6'/a 7 8 8% 9 10 11 12 13 the largest hole, Rectangular Hole Side V - - - 2 3 3 5 6 6 $ 9- 1'/2" round knockouts in the web may be removed by using a short:. a 1'-0"` 1' 1" 1' 2" 1"-3"" 1'-8 `1'-10"= 2-1" i2 6" ;2'-10';2'-11 T-4" 3-8" piece of metal pipe and hammer, 12 1'-0"" 1'-1 ` 1 3 1'-10 , 2'-6 2' 10" 3 1 ' 3 9 , 4"-3 4'-4" S 0 5 7 Holes may be positioned verti- Any call anywhere in the web. The 14' Spnan 16 1' 0" 1 1 ' s 1 8 " ` 2'-6 3'-4 13'-9" 4'-2" ° 6-0" ' S"-8 .5"-10 V-8" ` 7'-5" joist may be set with the 1r/z' Joist knockout holes turned' either up' 20:1'-0 1' 1" 2'-1 3'-2" 4'-2 ' : 4'-8" 5 2„ 6 -3 ; T-2" 7'-3' 8 4" 9'4" ordown. 24 i 1'-0"` V-4" i 2'-6" ; 3'-9" ' V-0" < 6.8" 6 -3" ' T-6'" - 8%7" 8'-9' _10"-0" 11%2" This table was designed to apply to the design conditions Round Hula Diameter [in) 2 3 4 5 6 6'/2 7 8 8x/a 9 10 11 12 13 covered by tables elsewhere Rectangular Hole Side 2 3 5 5 6 8 g 10 in this publication (maximum fin) - uniform RLF'load). Use the BC 8 1"-0"' 1'-1" -1'-2" 1'-2" T-3" 1'-3" 1"-3" 1"-7" 1'-11„ 2'-0" 2'-5" 2'-9" 3'-2" 3'-7" CALCe software to check other hole sizes or holes under other 12 1'-0" 1'-1" V-2" 1'-2" 1"-3" 1"-6" 1'-10" 2'-5" 2'-11" 3'-0" 3'-7 1" 4"-2" 4'-9" 5"-4- design conditions, it may be Any possible to exceed the Iln ita- 18" Span 16 1'-0 V-1" V-2" V-2" 1'-8" 2'-1" 2'-6" 3'-3" 3'-11" 4'-0" 4'-10" 5"-71" 6'-4" 7`-2" tions of this table by analyzing Joista specific application with the 20 1'-0"" 1"-1"V-2" T„2" 2'-1” 2"-7" 3"-1'" 4"-1" 4'-11" 5"-1"" 6'-0" 7'-0" 6'-0" 8'-11" BC CALCO software. 24 1'-0"' T-1" 1'-2" V-4" 2'-6" 3'-1" 3'-9" 4'-11" 5'-11" 6'-1"' 7"-3" 8'-51" 9'-71" 101-91, Large Rectangular ole.s .i,n...il Joists Hole size table based on maximum uniform load of 44 psf live load and 10 psf dead load, at maximum spacing of 24" on -center, Single Span Joist Multiple Span Joist see Max Hole Size an I Maximum Hale SizeholeChartto0olstDepth hole See Max Hole Size on holo ri . rhJoisiSpan-. Minimum2xdiameter/ ,ter.,, °hJalst- - ,{ chanforJoistDeptN' ,„,...ihJoist m. t mmwidth atlargest hole Joist Simple Multiplew Depth I Span Span Do" Seen w i 9/z 8"x 14 6"x 12' " ., F 77 ` k='` 11'h 8'x16 8'x13" Simpleas Joist VV Min - , d „ »- MuIKpleSPanjaist i2'-0' Mi r Multiple Span Joist 121V Min 1. w.........„,„..,„..,. , 9'x18 flotr s: 14 10' x 17 8 x 16 Larger holes may be possible for either Single or MultipleAdditionalholesmaybeoutinthewebprovidedtheymeetthe19' X g span joists; uSkt BC GAL S sizing software for specificspecificationsasshownintheholedistancechartshownabove16' 12.. x 18„ 10" x 14" p j g p or as allowed using BCCALCe sizing software, analysis, Reinforced Load Bearing Cantilever,Table X11' Joists Roof Total L ad sf R w M Roof Total Load sf __ 35 45 55 u Roof Total Load w., 35 , 450 sf 55t v ora Joist s in in cm Joistsacin id Joist S 'acro n to 1619,2 24 15 19,2 24 16 19.2 2 167i= 24 16 19.2 2 16 10.2 24 o: 16 19.2 24 16 19.2 2115 19.2 24 2 0 A s 0, O i 0 i?( O i X; X 26 A' Oho OO;XEoXiX 24 26 0 A 0 RFiNO .0..10 a 1 41A i0i 0 1-9 X 24 a „a i A a; A a j 0 A'WS 26 0 0 0 O:o 00 01WS U 91-11111191111111119, X i x 28 0 0 0 ,0 0£ a A' A X 1 28 0A 0 A 0 0 U 0 €W3 30.., O' 0' X£ 0 I X` X X X . 30 O 30 0 0 0 32 0 AiXI O X£XIX X X 32 OiDi 0 0 i0£ 1 0 0'X 32 0 00 0 0 WS a a' 1 34 0 0 X101X X x,x 4 oiolo ABX€o; ....a`a a 0 0 Ws o o a;1 36 0 X X X X X 1 X X{ 36 0; o 1 a 0 t 0 1X o 1 X 36 0 0' 0 0a WS_ NtS O;XiX{XxX41 XiXaXtiX 38 0...,OTO) 010,ia 1X 38 0 O a a=,0 1 0 Ws'X 40 0 X X X XIXlX XjX 0.., 1..X1 jX1 .. 40 X 0 4f1 i01 -6,X 40 0 12 X X 24 0 0 0 0 A10i01oi1 24 0 00 0 0 00 00 24 26 0 D r 0 0 0 X r 0 X X A 0 0, 0{ A X O i X X 26 28 0 0 0 0 O, D£ 0 0 1 0 0 1 0 0 1 0 WS x 26 0 0 0 0 28 0 0 0 0. 4 0 0 x,28 Oi0 1 A SX XIX XIX. 30 O' 0 110,0 0 0 100 v, X 30 a 0 a 0' 0 a a 0 0 a 0 aAa O o w> 30 32 0 0 1 E 0 s X X X v O O X 1 0 X X F X X 1 X 32 34 0 At0 A 0£1 0 1 p, 0£ 0 1 0 0 X 0 1 X cr 32 0 00 0 o,o:oba 34 o a 0 A 0 0 o a£o...iXaX X1X,X X X 36 f a a Wsla A X o 1 X 36 a a o a a o. a a 1 36 0 O t X S'X,;..X..;., X X,; X 38 0 0 1 i 0' O G X a A r 1 Xl 38 0 ,_p,;..0 0 0 0 a 0: 1 38 A X i,X,I,X X 4A z ., . ,.._ . .. ..,,, 0 0 1 0 1 x 1 1 x X q0 0 0 0 a` 9 0 Q t 0 1 o5X X,X£XxIX Xix 24 0 ,0 0 0 0 0 0 4 1 A 2A 0 0 0 0 0 0 0 0 IS 26 0 00 0 0£X 0 X€X 26 00 0 010 0010£0 2510 i 0 0 0 0 Ws 0 D WS 28 0 0 01A o X,X X X 28 0 1 0 O A 0 0 O' o 1 0t "` 1 28 i 0a 0 A 0 0 WS 0 0 WS 30 0101A O i 0 X£X X1'X1 ca 30 a 0 0 A 0 0 A o 0 0 Az o 4E0 0 a cap 30 0 3 32 0 0 10 0 0 0 0 0 0 WS Ws 0 0 WS Ws Ws 1 32 C D O a i OiXiX X Xi,X,,, w,32 34 0;0 0 0 0, D Ali? p A l c 34 0 0 WS 0 0 WS 0 WS X' 36 0101X£ OiX(X XfX X 0 Q X E X XXrXX 36 o..i o A a o A 0, o,A1 36'o 1 uai o.Ws 0 o WS o Ws X i 1-9-1 z 38 A`0',X, X XIX X'.X.,xO..t 38 4A 0 O' O Q 0 0? 0 r 0 1 1 0 0 D 1 0 i 0' 0 a 02 36 0 1 4A 0 o WS. 0 0 WS 0 Ws Ws 1 1 0 WS X' WS WS X 40 A X£X X£X X XtX l0 24 0 0 0 0 0 A=A o>WS 1: 42t0 0 WS 0 Ws X Ws i X 24 26 0£ 0 0 oto O o X o A a?A o,oXiX 26 0 o a 0 0 WS 0 0 :VVs 24 0 j 0 0 0 b 0 0 0 WS 28 A A1alA o A o X X zs 30 Aa A.o A ws o a 0 0 X 1 26 0 28 01 0 0 0 0 0 0 0 0 0 WS 0 0 0 WS 0 WS30 32 A 0 911111-9- 41""' o X 0 X X 0 0 0 OSA X a X Xt .. 32 e+ 94 0 0 0 0 0 W5` 0 WS X 0 0 Ws r o 0 1 1 0 X 190 i 0 u; 321 0 0 0 0 0 0 0 0 0 WS WS 0 D WS WS 34 0 0 iA 0 X X£X i X'X W 1 c, 0 WS 36 0, 0 L. X, 0 X X X! X ){ 36 0 o WS.`.. 0 0 X, 0 Ws. X 0 34' 0 0 0 A 0 WS 0 WS 1 38 0 OX€0£XX XiX`xL 38 a A Ws WS, X 0 X X X` X 36' 0 0 WS, 0 0 WS 0 WS 1 40 r 010 Xaa XIXX XiX 40 a A WS o Ws W5 X' 38 0j1 0 WS 0 0 WS 0 WS 2 24 0: 0 0 a 0' Ws 0 i 0; X 42 4,. .... i 0 0 Ws o Ws X , X 0 4A A 0 WS a 0 1N5 Ws 0 it WS 2 26 0 1 0... 0 0£ q Ws O o; X 24 056-76"'T77 0 Ws; 0 `Ws 24 0 0 0 0 0 0' WS 28 0 1 A 0 0 o X 0 WSJ X 26 28 0' 0 0 0 0 WS: 0 0 ;WS A A 0 0 A WS a M 1 i j 26 0 28 A 0 0 0 0 0 o 0 0 0 WS 0 0 0 WS o WSE300L0000X0WS ; X m 30 0: A WS A 0 WS; 0 WS ` 1 co 30 " 0 0 0 WS 34S4 0 0 WS 0 0 X 0 X; X q 0 Ws A 0 X a X; X ca 32 n 0 0 WS, 0 0 Ws; 0 W5. 2 p n 1 32 0 0 0 a 0 0 A WS 0 0' 0 WS Ws 1 r36 Opo WSD,Ws:X 0 x;X 34 0 WS` 0 .Ws. 1 0 WS X 51' 0 2 1341' 0 ua 1 0 0 0 0 WS 0 WS 1 38 0; 0 i X, 9 i x X' x, X; X 35 0 0 WS 1 0 r WS X 136 0 0 WS 0 0 WS 0 Ws 2 40 0; 0 X 0 1 X X` x < X 38 A; ,A WS 0 v S 1 AWS 1 X i 38 0 0 WS 0 0 WS 0 WS 2 42 X A 0 X 0 X' X X x! X 40WSt 0 WS 2' Ws 1 Xxw 40 0i. 0 V1tiS 0 WS WS 0 WS 2 24 A ti; A t o i -01 24 A o o a o o Aa WS 24 } o a o a r a o a WS 26 0, q -d' 0 i 0 WS 0 0y. 1 26 0 0 0 0 0 0 0 ...o. W5 7 26 , 0 0 0 0 0 0 0 o WS 38 0 0 O E A J1, 0 W3f 9 0 X a . 28 30 O A 0 0 0 WS" A 0 "Ws 0 06 0 0 WS: 0 0 1 128 i 0 30 0 0 0 0 0 0 0 0 0 WS 0 o 0 WS o WS3000WS00100Xi0 32 O o; WS a J-9, 1 0 1 ti X+ 32 34 a 0 0 OJ 0 WS 0 WS 1 0 i A 1 0 1 A 1 Ws A WS 1 o 1 32 0 w 34 0 0 0 0 0 0 0 0 0 Ws W$ 0 0 0 WS WS WS34AA1WSs„0 Ws'X Dx;X 0 6 0 jWS, 1yy§1 x 1 X, x 36 0£ 0 £WS 0 0 WS j 0 `WS 1 36 i, 0 0 0 0 0 WS 0 WS i 38 0 ,..O .0,... 0 0 ;1NS 0 Ws; X; X` x X 38 0 f 01 WSr A 0 1 0' 1 2 138 i 0 0 0 0 0 Ws 0` WS 1 40 A A 1 0 1' X, X; X' X 40 0 1 0 WS 0 WS 1 0 1 2 40 g 0 24 a WS 0 0 0 WS o 0 W6 1 024A ,` 0 t o 0 0 0 0 A AWS 24 0 0 A r. 0 0 A 0 A WS lT 0 0 0 0 0 0 26 o 0 O o o i 0 o o? 1 26 A 0 0 0 0 o t o o Ws 126 0 0 0 0 0 0 0 0 0 28 0 V1tS 0 Q 1 28 0 0 0 0 0 WS 0 0 tiVS 126 0 o 0 a 0 o o 0 0 30 0 0 0 .. 0 0 .WSk 0 =0 X 4 3' 1110 D L o p 1 Q 0 WS A 0 1 0 130 0 0 a 0 0 0 0, 0 0 32 o r 0£ 6--o o' 1 0 i ws X 32 0 0 0 o 0 m i 0 WS 1 32 ; 0 0 A 0 0 0 0 0 0 34 0 0, Wa 0 0 1 0£ 1 X 34 0 0 0 0 0 `Ws E 0 £WSJ 2 m 34 0 0 0 0 0 0 0 A WS 36 0 a WSx 0 0 1 0 .X ` X 361 0 0 WS1 0 a Ws; 0 ,WS t 2 36 0 0 '0 0 0 o a 0 WS 380 o WSJ 0 A X 0 X X 36 . A 0 Ws, py 0 1,.., 0 x 1 2381 0 0 0 0 0 0 0 0 1 40 a 0; 1 , ;0 ,W > X X; X; X 40 0: 0 VS; a: WS 1; 0: 1 2 40 ' 0 R 0 a 0 0 0 0 1 1. Cut 48" long reinforcers to match the joist depth. Use min. 21132" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" KEY TO TABLE dimension along the long edge of the panel). o .... No Reinforcement Required 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, 8 Web stiffeners at Suppers 1 Westiffeners Plus One Reinforcerstaggerthenailstolimitsplittingthejoistflanges. 2 , , .. Web Stiffeners Pius Two Reinforcers S. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. X . , . , Use Decper Joists or Closer Spacing 4. Use the 8C CALCII 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 CALCI software. Reinforced Load Bearing Cantilever Detail PLYWOOD OSS REINFORCEA#ENT if Ree uItett per Table on page ) 2'/32" Min, plywood/OSB 23/32 Min, x 48" long plywood / OSI3 or rimboard closure. Nall rated sheathing must match the full with 8d nail into each aGle Joist flange depth of the BCIO Joist. Nail to the ., blocking Root Span 2'-s BCIO Joist with 8d nails at 6" o.c. and required for nail with 4-8d nails into backer block. Structural Panel cantilever When reinforcing both sides, stagger reinforcement nails to limit splitting. Install with horizontal face grain.' ' Z-01' The tables on page 8 assume a wail weight of 100pJf, In addition to the roof loading shown. Applications with The tables and details on pages 8 and 9 indicate the loading that exceeds the loads shown type of reinforcements, if any, that are required for load- shall be at with BC CALC 2.0 bearing cantilevers up to a maximum length of 2'-0". software. Backer block Cantilevers longer than 2'-0"cannot be reinforced. These requirements assume a x o^ Hs waver, Longa ntit0vom with lower loads' 100 PLF wall load. Additional support may be allowable without rsintercemot t. Analyze may be required for other loadings, r uplift on back span shall be specific applications with the BC CA:LC<e software. see BC CALCw software. considered in all cantilever designs No -Ld B r in Wall Cantilever Details BOO Joists are intended only for applications that Fasten the 2x8 minimum to the BCIe 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 mails with BCr 90s 2.0 joists. Clinch all nails. BCIeJoist blocking Woad Structural Wood backer block 2x Closure Panel Closure Seepage B ofEasfem 2x8 minimum eSpecifierGuideBCI Joist blocking Drywall Ceiling or Section Vlew Bk SMinimum 1a Tme Wood Structural Back Maximum isPanelSoffit .._..,,.._ s Back Span Cantilever Length Not to exceed 4'A" Back Span Maximum 3%" min; These tletails apply to cantilevers with uniform loads only. beating 1/3 Back Span It may be possible to exceed the limitations of these details by analyzing not to exceed a specific application with the BC CAICO software. 4'0" WeStiffener Requirements,,, uiremer t seeweb NOTESstiffener 77", smnm n; Nanin Web stiffeners are optional except as noted seheda e Bearfn Location2max. chart Web belbW. g Stiffener 2° min. width Web stiffeners are always required in hangers End intermediate 4" max. that do not extend up to support the top flangeoftheBCI® Joist. Web stiffeners may bei .. 2 8d i 2 -Sri Gap required with certain sloped or skewed hangers 11*%a" 2 6d 3-8d or3o achieve uplift values. Refer to the hanger 4500s 1.6 5-8ri manufacturer's installation requirements. ' Ciincb16" 2-8d 1 6-8d Nails Web stiffeners are always required in certain 2'min roof applications, See Roof Framing Details on 9Y2" 2-8d 2-8d a"max. TightFit Webstiffeaer requiredwhen page l4. 5000$1,8 11 Ye" 2-8d 3-8d 4 concentrated load' dWeb stiffeners are always required under exeeesi0oolbs 4"G 8d 5 -Sri concentrated loads that exceed 1000 pounds.9 i/z" - 2 8d - 2$dWebstirenersappliedtobothInstallthewebstiffenerssnugtothetopflanegg sides Ofthe)oist,veh in this situation. Follow the nailing schedule foc 11'/e' 2-,8d F - 3 8,d intermediate bearings. 6000s 1.8 14" 2 8d 5 -SrieeoWebstiffenersmaybecutfromstructuralrated wood panels, engineered nmboard or 2x lumbar 16' 8d 6-8d Foi Lateral (BCI* 90s only)' 9%" 2-8d'77 2-8dStructural ( i,,,. BCIO Joist acs Restraint MinimumptYinHanger For Structural 'Capacity: Web stiffeners needed 3-8dseries (Min, Thick) width to increase the 8ClaJoist's reaction capacity at 6500s 1.8 111 2 -Fid 14" 2-8d „5-8d 4500s t s W. Vol,2sl+a a specific bearing location. 41 Lateral Restraint in Hanger: Web stiffeners 16' 2-8...._..d... w.-. 6-8d s000s t 8 sl %11 2sirc required when hanger does not laterally support iiia" 2-8d 3-6d thetop flange (eg„ adjustable height hangers). r o00s t a 60s 2,0 14 2-8d 5-8d Web stiffeners may be of thickness 65003 t s V111" 'ort"/, 2ei,e (e.g., BC1e 6500s, double 1/2" panel OK). 16 2-8d 6-8d n Web stiffeners may be used to increase 11YW' I. 3-16d 3-16d s0s 2 0 °l, V 2shs allowable reaction values, See BCIo Design 90s 2,0 5-16d _ 5-16d Properties on page 24 or the BC CALCe 90s2,0 2x4 lumber (vertical) software. 16° 6-16d 6-16d Floor Load Tables Allowable iform Floor Lo in pounds per lineal foot (PLF]) BCI 450+Ds 1.8 Series B 10 5000s 1.8 Series y/"'.. Flange With 2" Flange Width 91211 Ilya" 1411 1611 91/211 Ilya" 1..'411 BCI01 450061.8 BCIO 4500s 1.8 BCI8 4500s 1.8 BC1"'450061.8 BCI" 500061.8 BCI6 5000s 1.8 'BCIO 5000s 1.8 Span Live Total Live Total Live Total Live Total Live fetal Live Total Live Total Length Load Load Load Load Load Load Load Load Load Load Load Load Load Load 280 . 300 313 316 280*„ .. 300 - 313' 7 _240 257._. _._ _ 2_68 _ _ 271 240__ 257 mm 2_68.:.. 8..._ v ~ 210 225 -,µ235 _.2.7_.10_ _ - 225_ .__235.., 9 186,.,.200 .. a. ._._ 208..... r . e'l'f 186 x 200 , 208 10 w_ 10._,.147 V_._. 168w 180 tt .._ 188_1.90 163 168_.., 180 188y 11 113, ._ 152_ a ._... 163 170 172 _ 126 _ _152 163 170' 12 89 _131.._ 144150a,. w156> - 158 _..99_ _.140 150 156` ry 13 71 111 115 138_.. x. 144 146 79T8 128 ...a129 138___ 144,._. 14 _ 57 µ ..___9 µ _ 94 123_ ~ _ _ . M134µ. - _.._ 135. _ µ_64_ w_ 111 . __. 105 128__._.134 W. 15 . ,. 47. $3 77_.Mw w_ 107 _ 112 -- --__125 126,., ,._. 53 96._.v 86 120 M 125' 16 w . 64 9403 _w 1.1 ..118_ 44_ 85 72 108 104 117L 17 .. 54 _. 83 79 99 105 111 ,,. 61._ 96 88.. a _ 110 18 46 74 67 88 ' 89 100 51 86 75 101 19 57 79 ` 76 9.0 44 77 64 91 20 49 71 66 81 55 82 21 . 43 65 .. w.., 57 74 A$_,__ 74e,_. 22 50 67 42 68 23 44; 61 24 25' Total Load' values are limited by shear, moment, or Table values do not consider composite action from deflection equal to Ll240. gluing and nailing floor sheathing ( composite action is considered in floor span tables on page 4). Live Load values are limited by deflection; equal to L1480. For deflection limits of L1360 and U960, multiply the Live Total Load values assume minimum bearing lengths Load values by 1.33 and 0.50 respectively, without web stiffeners for joist depths of 16 inches and less. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the For assistance with floor design, consult the section Total Load value will control. About Floor Performance on page 4. Table values apply to either simple or multiple span This table was designed to apply to a broad range of joists. Span is measured center to center of the minimum applications. It may be possible to exceed the limitations required bearing length. Analyze multiple span joists with of this table by analyzing a specific application with the the BC CALCO software if the length of any span is less BC CALCII software. than half the length of BCI' 6000s 1.8 Series BCIO 6500s 1.8 Series 2'5/16" Flange Width 29/16" Flange Width 9Y-" 11'A" 14- 16- 91/2" 11%" 14- 16- BC116000s BC106000s BCI 06000s BC1106000s BC186500s BC1116500s BC106500s BC1065005 1.8 1.8 1,8 1.8 1,8 1.8 1.8 1.8 Span Live Total Live Total< Live Total Live Total E-w-e--fo—tal L rvl Total Total Live i Total Length Load Load Load Load Load LoaLLoad d Load Load Load Livea Load !Load LoadLO: Load 'Load 6 320 333 346 353 320 346 353 7 274 286 297 302 274 285 297 i 302 BCIO 90s 2.0 Series 3Y2" Flan-cie Width Mail 1411 1611 11 yall 1411 1611 BCIO 60s 2.0 BCI 6 60s 2.0 BCIO 60s 2.0 BClO 90s 2.0 BC101 90s 2.0 BCIO 90s ZO Span Live Total Live Total Live Total Live Total Live Total Live Total Length Load Load Load i Load Load Load Load Load LoadLoad Load Load 6 366 366 366 450 453 456 7 . 314 314 314 385388 1 391 8 275 275 275 337 340 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 i 226 1 228 13 169 169 1692071 209 210 14 165 157 157 157 192 194 196 15 128 146 146 146 180 181 182 16 107 137 137 137 162 168 171 171 17 90 129 129 129 129 160 161 18 77 1 2 2 1 1 0 122 1221,110, 150 151 152 19 66 115 95 115 115 1 95 142 134 143 144 20 57 110 82 110 log i 110 83 1 135 117 136 137 21 50 100 72 t 104 95 1 104 1 72 1 128 102 129 130 22 43 87 63 1 100 84 100 63 1 122 90 1 123 119 1 124 23 55 95 74 95 56 112 79 118 105 119 24 49 1 91 65 91 49 99 70 113 94 114 25 43 i 87 58 88 44 88 63 108 83 J 109 26 52 84 56 104 75 105 27 F 47 81 50 100 67 101 28 42 78 45 91 61 97 29 J 41 C 82 55 94 30 50 91 TotalLoad values are limited by shear, moment, or deflection equal to Table values do not consider composite action from gluing and nailing L/240, floor sheathing (composite action is considered in floor span tables on Live Load values are limited by deflection equal to L/480. For deflection page 4), limits of L1360 and L/960, multiply the Live Load values by 1.33 and 0,50 Total Load values assume minimum bearing lengths without web respectively, stiffeners for joist depths of 16 inches and less. Both the Total Load and Live Load columns must be checked. Where a For assistance with floor design, consult the section About Floor Live Load value is not shown, the Total Load value will control. Pertbirmance on page 4. Table values apply to either simple or multiple span joists. Span is This table was designed to apply to a broad range of applications. It measured center to center of the minimum required bearing length. may be possible to exceed the limitations of this table by analyzing a Analyze multiple span joists with the BC CALCO software if the length of specific application with the BC CALCO software. any span is less than half the length of an adjacent span. Roof Framing BC16 Rafters Structural ridge VERSA -LAM" or FOR INSTALLATION STABILITY ' ;, ' load-bearing wall required. Temporary strut lines - (1x4 min.) F, 8 ft.on center maximum. Fasten ` ` at each joist with two 8d nails n *, r r Blocking or other lateral support required at end minimum. supports. t lth When; Boise Cascade EWP produots with treated mood. ua w only connectors/ fa,,iemer ; that are approved for use with the corresponding Blocking not strown • f wood tmatrt ent,' for clarity.; BCIO Rafter Header Multiple BGIe Rafters may be required. SAFETY WARNING 00 NOT ALLOW WORKERS ON 8041 JOISTS UNTIL ALL HANGERS, SCIm SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, SCI'" BLOCKING PANELS, 'X•SRA INN AND PROPER BRACING DURING CONSTRUCTION, ACCIDENTS CAN BE AVOWED TEMPORARY 1x4'STRUT LINES ARE INSTALLED AS SPECIFIED BELOW, UNDER NORMAL CONDITIONS BY FOLLOWING THESEGUIDELINES: Build a braced end wall at the end of the bay, or permanently install The ends of cantilevers must be temporarily secured by strut lines the first eight feet of B+ IO Joists and the first course of sheathing. on both the; top and bottom flanges. As an alternate, temporary sheathing may be nailed to the first four Straighten the BCI41 Joists to within 1/2 inch of true alignment before feet of BCI® Joists at the end of the bay. attaching strut lines and sheathing, All hangers, BCIe rim joists, rim boards, BCi'e blocking panels, and Remove the temporary strut lines only as required to install the x -bracing must be completely installed and properly nailed as each permanent sheathing, BCIe'Joist is set, Failure to install temporary bracing may result in sideways buckling Install temporary 1x4 strut lines at no more than eight feet on center or roll-over under Light construction loads, as additional BCI* Joists are set.' Nail the strut lines to the sheathed' area, or braced end wall, and to each BCI11 Joist with two 8d nails. BCI* Ceiling Joist with Bevel Enol Cut ('car° Limited -Access Attics Grady) ,foist End wait 8011 Moist shall not be used as collarltension tie. Roof rafter shall be Depth 2 t a 2 x 6 supported ridge eern or other tipper bearingsupport Minimum - W._w.,. , . .... Heel 91/92,„ t,,, Continuous floor sheathing or Roof Rafter Depths 11'/d'3%z" 2'h" U4 Nalior 0 Max. 41-0" ox, Rafter strut 2',6"o.o. or act* 4500s) Ceiling Loads: 14" 4'/iaw• e.e. or BCIo 5+sooe) Livia Load z; 10ads psfMlctablenimumatOghHeeloeptn Dead Load sf Notes: ts`°b'°etdl p 2x Blocking 1) Detail is to be used only for ceiling joists with no access to Min.6 .,. wTib"'or34• Wab >+ attic space. a aosl5oothrf rrys5OOS fill" 2) Ceiling joist must be designed to carry all roof load CgrilingFtitat24•cc,Maxiv+aum , , •' transferred through rafter struts as shown. 314" Minimum Bearing J) BCI* ceiling joist end reaction may not exceed 550 pounds. 04 Wall) Each End 4) Minimum roof slope is 6112. Maximum S an Lan the Without Roof Loads 5) Nail roof rafter to BCIe top flange With 1 -10d (T long) box or larger nail. 9Y2 BCI" 4SGos i a 15000s i.61'600as 1.6165oos i 8 20`0" 6) 1x4 nsilers must be continuous and nailed to a braced end wall. f 1'/a' BCIo 4$oos 1.6l 5000s f.616o00s f.81 ssoos 1 6 22'-6 7) Install a web filler on each side of BCI's Joist at beveled 14" BCI" 45Uos i.8150oos i,6 / boos f.s L ssoos f s 24f -6'x ends. Nail roof rafter to BCIe Joist per building code if roof loads present, see Notes2 & 3 atright) requirements for ceiling joist to roof rafter connection. LATER) BCl°"Jr includ hanger CASCA specification 1 BCIl' joist to supe 2-8d nails, on, 1% Inches mir limit spilttlog: Arjn Pnr)f Fr., min ptniiq anal roof framing details available with BC FRAMERO software r slope " i Rirnboard / VERSA-LAM9° blocking. > ! Ventilation °V° cut: 1/8 of length, 1/2 of depth Rirnboard / VERSA-tAM6 blocking. Ventilation "V" cut: s of length, 1/2 of depth blocking Tight fitFlange of BCI* Joists may for soffit for lateral be birdsmouth cut only at support, i 2' 6" max. stebilily, the low end of the joist Sirdsmouth cut Sell' Joist P TMP connectors or equal can eveled plate for slopes from Flange of Sell' Jolsts maybe birdsmouth'Cut only at the low end of the joist, Blydsmouth cut BCI` Joist flange must bear fully on oleic, web stiffener 2'-6" flange must boar fully on plate, web stiffener required max. required each side, each side. Bottom flange shall be fully Supported. t Simpson or USP LSTA24 strap, nailing per t o- Simpson or USP LSTA24 strap where slope 2x4 one side for 135 PLF max, governing building coda. exceeds 7/12 (straps maybe required for lower 2x8 one side for 240 PLF max. BCl blocking slopes in high -wind areas). Nailing per governing VERSA -LAM° LVL Holes cut building code, support beam, for ventilation, VERSA-hAMO LVL support beam. a osy 2X block ti 806 blocking Holes cut ouble-beveled Beveled web stiffener for ventilation, i wood plate. on each side, s"harm Blocking on both sides of ridge may be required for shear transfer per, design professional of record. Simpson LSSUI or USP TMU hanger. L Double joist may be t Backer block L required when L exceeds minimum12"wide), 12•-8„ rafterspacing. i NallwRhlO.10d nails, mak Blocking as required. Nan i. Outrigger I through BCI0 web. ilii NOT bevel -cut joist flet block. Nail beyond inside face of wall, except wftb 10 -1Od nails. for specific conditions in details 2" x outrigger shown on pages 6 and 13 of the rquired where top flange notcKedraround BGiII Eastern Specifier Guide, d exceeds 250 lbs, top flange, Outrigger DP flange, spavinno greaten End Walla than 21" on -center. T Sheathingto eci®joist: WEB STIFFENER PEQUIR MENTS aterally supported at end supports Prescriptive residential floor sheathing nailing requires See Web Stiffener RegUirements on page 9. adjacent to overhangs) with Bd common nails 6" o.c, on edges and @ 12" o,e, in r blocking (VERSA-LAMO, BOISE the field (IRC Table R602.3(1)). PROTECT SCID JOISTS FROM THE WEATHER icing icing egalcross elateadequatelatent See closest allowable nail spacing limits on page 24 BCI` Joists ate intended only for applications that consultts,consultgoverningbuildingcodego forfloor diaphragm nailing specified at closerggp g provide permanent protection from the weather, mnection provisions, than iBC. Bundles of 800 Joists should be covered and stored LENGTH FOR SCID JOISTS Maximum nail spacing for minimum lateral stability: off of the ground on stlah rs, g:1%" for all BeloJoist& 31h" is 18" for SCIO4500s and 5000s, 24" for larger Bell' MAXIMUM SLOPE r and Intermediate supports, hs allow higher reaction values. joistseries. 14 gauge staples may be substituted for 8d nails ifthe Unless otherwise noted, all roof details are valid for code evaluation report or the staples penetrate at least I inch into the joist. slapesof12in12orjnss. Wood screws may be acceptable, contact local r VENTILATION sMENTS building official and/or Boise Cascade EWP the 11A inch, pre -stamped knock -out holes spaced udordosurepaneltoBCl®Joist: Engineering for further Information, at 12 Inches on center alongtheBCloJoistmay ch I itlheno thick and less: chin the topp and bottom flange, BACKER AND FILLER BLOCK DIMENSIONS all be knocked out and used for cross ventilation. as rim jplst: 2-10d box nails, one Bedes ac er filter 8look3`hiclsnass 0eepet jolsts that what is structural) needed mayyy d bottom flange. kfnckne&s - -- be advantageous in ventilation design. Consult local rim joist. 2.16d box nails, one 450os 18 drl/4" Two /s wood panels ort x _ building official and/or ventilation specialist for specific d bottom flan No r " ventilation requirements. mjolst:Toe-nal top flange to rim 5000s1.B woo Two NVwood panels or2x( na one each e.1600051.6 aodr a j " 2x_+ Yu, or yi wood panel SlR1 SMt?tITHBUTS ardiosr 8CI°p blocking panelg p• BCI Joists may be birdsmouth cut only at the low 6500s38ortwog" wood panele"2x +% or%"wood panel end support. 8010Joists withbirdsmouth cuts may o.c, per IRC, sign professional of record's 60s 2 0]woo a ' 2,_+ r/,B" or'h wood panel cantilever up to 2'-6" past the law end support. The bottom flange must sit fully on the support and mayheartransfer. A- a -- 9Os2.0 2x -lumber pouble2x_lumber not overhang the Inside face of the support High each side of the web, placed end supports and intermediate supports may not be to from the end ofthe BCIOJoistto Cut backer and filler blocks to a maximum depth equal to birdsmouth cut, the web depth minus 1/4" to avoid a forcedfit, o.e Rnnf Rnnn `T;h1cz..q mum clear span in feet and laches, based on horizontal spares. 18-1' 1u 9' 22 5 k 21-6 X 19 190 24.6 2 T 2£ 5 25'- x 4 2u t X18 10 17 3 10 22 t " 25 23 h 17.2" ; 16.9" 21-2' l 23'-5" 1 19-9" 2 3 t" ; 22'-1' 121'4' X24' -S" V-1011224' W -1„17"-10'r 16'-S' 2)2'412 1'«4" ; i Y-7„ •i #i j 3',- " 22`4', f 18 3' 17-0 21 10' 121 5' j 2(Y 2 23 10' 123` 4 22 25'-6 24'-11 " 24 3' 2Q 1"' 1191-01' } 174' 23' $" 22 7 21'-1" 25' -7"i26 -1`,23' -IV 1T-4' 16'-0"' 20 5" X19-10' 19 1' Yl 3'X21.8 20' 10" 23=9" a 23'•1° i 22 1" i9 2'118.0' i6" 8 21' i1 21" 4'c19 ii' 3 1tY" 23_3' 22' 5" z1T' r 16' 3" 20 5 20 1' 3 19 5' 22'-3" X21'-11' 21}° 23 10 23-5 X22'-io" 19 2'" iB ? X16 11 22 -0"X21.7120' -Z,9' 11'23'-6 22-i1' i 16 T , 15'i 19" 118 3 116 2' 20 11 20" 5" 19 10 22"' €21'i0"21' 2 i8 31T-4' 16 1 20 120'2 19 2 22 6" 11' 16-2" 18" 3" i8' tF 17 5" 18' 11' 111` 8" 1 i9'-3' 21`l' 21' tY 20 7" i 7' 4" t6 9'15' 10 18'-8" i9' d° r18 i0... . ............ ... 1T -5"1T1 167" 18'11 18'i" 18 i" 20»3'`19"14"19" 16"6' ifi's'i'C' 188"318'+i"s17"1t1'2!"4"20'C1`i9'S" 1`" 1" t" 1 t 18'x" 18 2" 18' 2 t 18't1" 1 19 19''18` 1i 5' 1fi1"1a`6"4 I t'E3" 1' 11"81x117 5" 1"7" 13'41, t8 0t 1t8'* 1fY E 1'»7" 18 0rr "4k8,r 2.1s' 4 17 17rR2' ' 48 18'3" s 18t#u ''-11" t8'x'3 3l 11'q t," Orr .1' 2" 11i 1 trS" 17 T' Ili 16' I'll 4'4) 21'-1` 19-7" 2, -? 23'-7 274" 25 t s a -3" 18 X18 i7 2 2'6 4' 274't'ti 5' 2' J111- i25 23 " 19'4' i '164" 22'-1";€ 21'4 20 3 t3 22 11 2 0' 18 rr x 1T-5 116 1 1 10 i lii -9 t i 3 ' 2 3 9 x 23 1 21 9" 15'-11"i. 14'-7" '16-11"1't6, , { 12'-5.' 20'4' („ 41.9 19'-0" 22 1 2V -S' 20'4" 17.8'114-7 116 29-4" i9' 8"iW-2" 2w2" 21rri5 16.10 15 1 19 1 7 i r r99 6 2 8 2 20.10 20 3 22 9 22.3 21'.81' 16-13" 17 7 ,16-4 21'-0" 20*4"! 19 622'-10" 22-5 21-9 1,64 [ 17.9' } i7 1' 19 10"l W-4 ` 18' 8 21 3 120-8 119 11" 17 3' 16-8' t i5 5' 19'4"l° 19'41i 18"-4" 21'4"! I'll I'llI'll 20'- 11- 20'-0" o 16-10' 15.1" 18'-3" 117 11' 117.6" W-11",1 19'7" i 19-1" 21'.3"120'-11"120'-5"x 17-4 116-4O' 15-8" 19 7' £ 19'-3 16'4' 21' 5 i 21'0'120-6" 17'-2" 1 16.9111 16 3' 16-9" 118'-3'" I'll 114 _111 111111111 IT -8" 20'=0 ' 19' 6 `18 11 16' 3' X15 11 `14 11 18 5' G 18'-0"! 17' S" 20' 1' W.811119'-0° X14'2";1311 164"161'15"' 17'-10",1TT12" 190 X18'9 j18"5' i56'1a'3147' 17`7„1i"A'?16"11' 192's18 18'6 11 13 5' 41 i 13" 1" 15 6 115' 3' X 14' 10 16` 11 r 16'-T I i6 2” 18 1 117.9 ; 17 3 14' 9" r 14' S X 14" 0" 16 8 ,1 V4" 115'-i1' 18' 2' x17 14' 1 7'4" 1b'2"1`ii1't3'7" f8'w4°?i4-11'114-1A 162" 15`.8" ;14'•11' d by shear, moment, total load deflection This table was designed to apply to a broad range of applica- load deflection equal to Lt240. Check the tions. It may be possible to exceed the limitations of this table by other deflection limits that may apply, analyzing a specific application with the BC CALCII software, t the most restrictive of simple or multiple Slope roofjoists at least 1/4" over 12" to minimize ponding. ilyze multiple span joists with the BC Allowable spans and loads shall be adjusted and checked for length of any span is less than half the wand load as required by local building code. pan. ninimum bearing lengths without web hs of 16 inches and less. v N•,. k" x vt 11 + c ", F, •s.. a " wx "` r a" 4a" T 1' ur w v1 41l) 1,6 . ' 16 2" Non- 20 i 10 21'-V W-41-.. 18 6 25 23'-8" 22,_0," 28 6 26. '1.1 ' 2 "-0'" 31'-4 29'-V ; 27'-7„ l ... l Snow 20 16 20 0 18 9'" 17,4"` 23'-9 22` 4' 20 7`" 27 0 26" 5"' 23'-5' 28'-11 28'-0" 26-11" e. 1251019'-1" i 20 20 19 1 " 17+ Ij}"'; 16'-5" 22'_8," 21'-3 i9 -6" a ... . n . 26"-3" 24'-2'" 22'-2 26'-11 26"NO' 24'-6" 25 10 201-01' 18 11' 17'-8" 2X-10" 22' 6' 21 0 I 25 16 19 1 18' 0' 16 8" 22 3 21' S" 19 10" 21111'" langoi Width 26"-4"' 24 24" 30 ; 10 19' " " 18 2 16' 11" 22'-4" 21" ? O.G 20 1 " 241.4" i 23' 11" i 22"-11 26 -0" 25 7 ' 24"-11" snowl 30 1 15„ W-4" 1 171-411 t,..1p'.,1 `- 21'-0" W 6.. 191-11' v 9W BCIO 650081.8 11 Ye" BCIO 6500s 1.8 14"' BC 10 6600s 1,8 16" BCIO 6500s 1.8 Live Read 4/12 4112 8112 4112 4112 8112 4712 4112 8112 4112 4112 8112 Load Load or to to or to to or to to or to to psfj ps Less i 8112 ? 1211 Less 8712 12112 Less 8112 12112 Less 112 12112 Non- 20 10 26-10" 264' 23'-6" 31' 10 e 0 g.. 27' 10". 40`=0 37'-8" 36-0" Snow i 20 16 26 5 23'-10" 22'-0" 30"a2 28 4 E 26 1 ' 34 * -,3" 32'-2" r 29'`8 37 -10. 36 7 3Z-10" 1 5">". 20 20 24 3", m ... 22, ", . 20'-10" 4l_-----, 8'-9' i 26'-11" 24'_9" I'll" .,.., .. 32 8„ v,,. 1",--- 3t1, "; 11-111111111 8 25 10 26-15"" 24 1 z2' S" 30'-3'' 18'-7" 264" 34'4" l 32'-6". ; 30'-3" 37" 111 " 1 36-10" 33'-5" t2" 25 j o. t5 .. 24 3' s' 22 w 0 21' 2" 1111111-14111 MAO" 27' 2' 25'-1" 32'-9" 30 10" 111111-1 28'-7" 36 2 34'-V31 7 11 ___11 I o.c. 30 j 10 24' 4'" 23" 0" 21' 6'" 28 11 "' 27" 4 6 32' 10"" 3t ", -V 29'-0" 36'-3" 34'-4" 32'-V Snow 1yap r 15 23 4" 22" 0" 1 20%5 27' 8" 1 25 2 26 . 24 31" 31'-6" 29'-9 27'-7 34-B" 32" 10 30'-6 116'/0 Ott 10 2"" 2V-3" 20' 0 " 26'4' 264' 23' 10 29" 11" 28' 8 " t 27 1 " 33 0"" 31" 8 2o'-11" a2' inn 4 to .. v. .. . E it ai. w. .. .. . a.... .. .. j t a.. W.. v N•,. k" x vt 11 + c ", F, •s.. a " wx "` r a" 4a" T 1' ur w v1 41l) 1,6 . ' 16 2" Non- 20 i 10 21'-V W-41-.. 18 6 25 23'-8" 22,_0," 28 6 26. '1.1 ' 2 "-0'" 31'-4 29'-V ; 27'-7„ l ... l Snow 20 16 20 0 18 9'" 17,4"` 23'-9 22` 4' 20 7`" 27 0 26" 5"' 23'-5' 28'-11 28'-0" 26-11" e. 1251019'-1" i 20 20 19 1 " 17+ Ij}"'; 16'-5" 22'_8," 21'-3 i9 -6" a ... . n . 26"-3" 24'-2'" 22'-2 26'-11 26"NO' 24'-6" 25 10 201-01' 18 11' 17'-8" 2X-10" 22' 6' 21 0 I 25 16 19 1 18' 0' 16 8" 22 3 21' S" 19 10" 261-011 25 6 ' 2V-10" 27 10 ' 27" 3 24` 3 23' T 22'-6 25 11' 25' 3 I 26"-4"' 24 24" 30 ; 10 19' " " 18 2 16' 11" 22'-4" 21" ? O.G 20 1 " 241.4" i 23' 11" i 22"-11 26 -0" 25 7 ' 24"-11" snowl 30 1 15„ W-4" 1 171-411 t,..1p'.,1 `- 21'-0" W 6.. 191-11' v 22'-10" ' 221 4"" ' 21 7 24 .5"l., t 23 11' 2V -1" 115W 40 k 10 17" 6" 16 8*" r 16' 9"" 20" 0" t 19" 8 18 9"" 21" t3" 21'.51- t 21'4' 40 15 16' 9"' 16124" 15' 1 ", V-0"" 18' 7" i 18 0"" 20 t3 ' 20" 4" 19" 3' 21 "-7" 20' 9" 19'.B " 18 3" 18' tt" 171-611 19" s" 19 0" i Itt' " 1' 't0"" l19 S 8," 16"-1 Table values are limited by shear, moment, total load deflection This table was designed to apply to abroad range of applica- equal to L1180 and live load deflection equal to L1240. Check the tions, It may be possible to exceed the limitations of this table by local building code for other; deflection limits that may apply. analyzing a specific application with the BC CALCO software. Table values represent the most restrictive of simple or multiple Slope roof joists at least 1/a" over 12" to minimize ponding. span applications. Analyze multiple span joists with the BC Allowable spans and loads shall be adjusted and checked forCALCIIsoftwareifthelengthofanyspanislessthanhalfthewindloadasrequiredbylocalbuildingcode. length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. Roof Spark gables Maximum clear span in feet and inches, based on horizontal spars. BI 6©s eries 10'Cis eie f," Ianc e W#dt r ," Oanr a Width 117/81 B 14" BC1* 90:s 2.0 16" BCh 90s 2.0 Liu Dead 4/12 4112 8112 4/12 4112 8/12 4 12 4/ 12 8112 < 4112 1 4/12 r 8112 4112 4112 8112 4/12 4i12 8/'12 Load or i to 10 or to to or ; 10 € to or to t to or 10 10 or to k 10 Ps Less ! 8/12 12112 Less 8112 , 12112 Less 8/12 ? 12112 Less ; 8/12 112112 Less 8112 ;12112 Less i 8/12 112/12 Non y 20 .?,.. 10 34 1 32 29 10 38-9' T341-10"32'-V 42 11 40-5 37'-7",39'-O"136'-101a4'-2" 44— 41 9' Snow'. ,2,.5. 30'-4" 0 36'-9" 40'-8" 38'-3" 37'-0" kJ a 3 41.,9 . ,a'C 4' 46'-5" t41311'- 7`40'-3'* C 1251 x f, s' `i`' ' 1"" " " " r' 36'-Y i 30 3{' 4" 39'-'I4" 37! ,,, 4A 5„ 4 3° i 4V-5" 38,-1}, 5 10 32'-511 30'-711 28' 6 36'-10 40 10' 38-7"35 11' 37 1 35 0 32' T 42' O' k 39 8']38 11" 46 B 144 0 40'-11," 25 ! 15 30 11' 29 1' 26 11' 35 211 38A11" 36.81' 3311" 35'-4" 33'41130 10 40'-V VA", 134' 11 44-4" 141'-9" 138"-8" 12" tII-1-11-i_x - . , y A' , ! —i ;i,I .f t OX. } 30; 10 31 0 29'-4" 27.411 35''3.. 33'4" 31 1 _39 0' 36 11 34 5 35 S" 1 33 71 314 48 2 38'-0 36-6"44 6 42'-1 E 39)4" Snawk 30 15 29' 8"' 28 0 i6 0' 33' 9 31-10" 29'-7" 37-5" 364' " 3219 34 0 132'-1 i 29'-9"38 36'-4" 3T-9" 42'-B" 37'.4" 115°la1 40 10 28' 2" 27.0' 26 3211"' 30' 9" 29 0 35' 6" 34 1" 32-2" V-3"sW-11"', 29 21' 36' 6'"135' !" 33 1"' 40.6" 3814VI MA " 40 15 2719" 264" 2*41 311-71' 20'-101' 27 10' 34"-11" 331-111 301-1011 $1'41 z 30'-0" 128'41 361-011 f 341-01'131' 9' 391-10k1~ 371.9' 1351„211 i 1011t (F 1 7i i161623 9 29 28 32 11 61 26 B 20 10 18 8 272` 33" 3216"30` 341 2i 0' ...1 ..28k41 £ Non-1 20 1 10 N-11" 29 27'-1" 35'-2" 33' 2" 30'4' X-11" 36'-9 U-1 364" 33 1 31'4' '-V 37'-10"i 35' 1"' '44'-b''' 4Y-11 36-11" Snow, 20 15 29 3 27 6 26 5 3T-4" 31' 3 28 16 36 11 34'x8 32 0 " 33 6 31 b 20 1 37 11 3T-8"1,32'-11 42 0 1 '39'-6"j36'-6" 125 r 20 ; e20.., 2i'i'l" 26 , "2,1x1 1 31' 13" 29.0;1 i"-4" 9'-„ '32'-'11" 30,m4;3 31"11"12911„# 27'6 36`;? 36 3.3-1'l' 31'-2” 2" 40'-1 ; 3T+ 39'-1' 7 : 34'-7"=., 25 10 29 4` 27" 9 25'_1011 331-5"' 31k-7. 29 5 " 37 0 34"-11" 32'-7 33 7i j 31 9" k 29' 7" 38'-1 a 0 1331-8" 4' 2 01 37.1 i 25 j 15 28' 0' 26 4' '- 24-5" 3110' 30' 0' 2T 9 "' 35 3' 33'2' '30"'.4",32 0"' 30 2 " 36'-31271134 2 131 8' 40 2 3T 10 35-1" 16" ; 30 1'10 28' 1 26 71 24 10" 31'-11" 30 3"1 28' 2"" 35' 4' 33' 6" 31 3 32 " 30 5" l 281 411 36 4' k U-5132 2 ` 40'-3" t' 8'-2111 35'-8" 301 15 26' 11' 25 5' 23' 71t 30` 9" 28" 10' 26 10 33" 11' '3-2-14", 29 '" 30" 1 `34'-10132'41'11301-7" 38' 71 36 51331-,1044Snows..,... .... .. ... ... .....829 0 27' 0 ,. , r.. 115%,. 40 1 10 26, 6" 245 6' 23' 1" 291-01' 27"40' 26'.4" 32).2" 30110, v'. 1' 94". 4"29121128 0" 26 5" 33' 1` 131' 9"" 30' 0' 3618 3V_211 33' 3! 40 h 15 26-11' 2319' 22-2' 2817 2711' 25 3'" 31' 8 " 30 01 i_7-"-1_11""28 4 " 27 -2" 2V-41' 321-711 30 10 128' 91t W-1 134 2" 131"A 0" k 4 e* ia fit? 10 8 1 7i12u4 y } 9 9 8 ( y 0 ? yk9i 2iq'7 '!1 33 1'k 132T } 3y0 11 11". R * " »`P"l.,yrt fl,V .. i#Afig, 2 .....1{} 20 1 r 2 33'-0" 31"' 11 367 34`-6` 0'" 3 3 3V-4" 29 1 V-8"1 6 33 0' 41 8 39'-4 36` 7"" 4- Snow', 0 15 27-6" 25'-10" 23 10 31 3" 29-5" 27 1" 34 8 32'-7 30 -1 t1 31 a 4 29 I , 27 3 36-8" 33 ,30 11 9 6 3T-1 34 3" 125'"10:. ...,. rv_ .. ........ 20: 11 20 26-Y 24-7 22'-7 '29'-1 U" 27'-11" 26-8" 33-0' 30'-11 28'-6," 3Q 0." 28 1';25'-46` ,i4'-0 31"ATI23-3" 37 6 36-3"i`32'-5`: 2 5 10 27 7 26,-1" 241_3" 31 "-411 29'-8'• 27 7" 34 -9" 321-10 30 -7" 31'-6"' 25 -10 27'-9" 35'-9' 33"-10"' 31.611 39'-f 137-5" 34'-1141 25 15 26' 3' 24' 9' 22 11 29'-11' 28' 2" 28' 1 33` 1 31 2 28 -11" 30' 1'j28'-4"126'-3" 344-1" 32' 11 i 29 9" 37 9 35 -7 1321-11;119.2" 30 10 26' 41 2510 23 4 30' 0"' 28 5" 26" 61 33 2" 311-5" 29'-4" 30'-1" ° 28 7 126 8' 341-211' 32'4",' 3012' 37'-10'1i351-101'1133 6 O.C. I-— ,_.e 5,...,a., .,. .. -..., i ., ...i, ..r; 1.., . t i , .„ .,, . 1 ,. -.. ., ... ., i... , , , l, r i-1111, iw 111 -.._ .. ,., 1... .. i. i ..,.... Snowly„ 3,0 .. 1.5 25 3„ 23 10 22 2 28 9 27 1 25 2 31 10 30 0 2T-11'" 28 10 27'-3111251-411„„32 9 30 11 t 28 8 36'4”, 34-3 311-10'1 115` 40 11 24 ti' 23' 0' 21'-91' 2718` i " 264" 24 30" 2 291-051 274' 27'-$" ` 26'-3",24,-1v1 40 " 15 231 7"' 22` 4" 20110` 26110` 26 S" 23 8" 28 1 ' 27` 0"' 25 7' 26' 111 25' 6' 23110" 30` 7; ` 128111'' 27' 0" 33 10 "' z 3211" ' 29',111, k ik 1 t) i 11 k 44 i tY41P6{T 1 1 2 1 0, 5 3 2 2 x3 0 6 1 25 24 5 4 3 1 7 1 10304"2 1. 0 2 , y 5 feyy t{ k 9q26' d'4' Cion '...20 10 26'-11" 25'-5" Z'3-7 RC1 T' 287140'26 i0' 3T-1 1 3 2',.f7 291-81' 0 9N9 ;fl 2t' {7 34 1fl' 2 11 {i 7 3& 199 3L, 5X33 176,4 w . ... Sriowl 20 1 15... 25A" 23'-11" 22'-V 28'-11" 2? 2" 25'-2" 32A" 30'-2" 2T-10' 29'-V'127'425'-3" 3T-O", 2 _ w i "All" , 115 A 20 24' 3r" 2 -9' 20'-11 ' 27, 7" 25 -10'" 2.a 40" 3Q -7 8' 0 . A 4" 9714 „126 0 123'-11 ' 3V-5"129 6" } 27'-V 3 R -ifl ; 32'4' 1 30%j It 2510 25 6 24 2 221-6' 29 0" 27" 611 25 =7" 32 2 30 51! 281-4 29 2 2T 7 .25 9" 33"-1 311 4' 129 -21' 361 8 34 8' 32'-4"' 5 16 ' 24 4 22 11 2i,-T' 27'-8" 26'-1"24'-21' 30 8 28 -11 ' 26' 9" 271-10"!! 26'44124'-4" 311-63'129'-93', 27' 61 34'-1V1!32'-11'1!3q 61' 24 1 30 10 24 5 23 1' 21' 7 27 9" 26'-3" 24 6 ' 3rT 9' 29 -1 ' 27 -2"i 2T' 11 ' 26' 5 124'-81 31! T 129 -11 X128' 0" 36-0"Y, 331-'2"1 31 0 ' O.C. Snow! „30 r 15 2314` 22 1 20' 6 2617' 25'-1" 23 41 27 4" 261.11 24 5" 281-9" 25" 3' 1231- 5 30 3 28' 7 2k>' 7 331-7"! 31 8"k 291 511 11a17o 40 10 '22' 2" 2V-311 20'-V 24 9" 241-111 221-10" 24A" 24 1" 23 1" 25' 4' , 24 4' [ 23' 0" 28" 8"' 27 7"1 26 1' 30 11' 300 `28'-i0" 40 1 18 21 10" 20'4' 19 31 22'-P 2116" 20'-S* 2215" 21' 6" 2015 24' 11 13 71122' 0 ` 27 9" 126' 8' 25' 0" 28 0 }26111"12516' 80 10 ^0'*8' 214 811 25' 1' 124' 11"t 24' 1" 25" 9" 12612 51241 4!r i 471. i 1.: 19R" 18' yil*Y!-tk 1(ywMiip141i „1' 6M1 1'. { J1} 1ai:i 13 17k-lkAi IG'"'T"x G 4'•S!*:1141 2i4lk-tf",:Ix#)if 'f el`,1i+i11 1 J'i.i t' Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-1& 1 Total Load Deflect. Total Load Deflect. Total Load_ Deflect. Total Load Deflect. Non- Non- Non- Non- pan Snow Snow Snow Snow Snow Snow Snow Snow n9th 115%) (125%) L/240 Jjl%) 115 o 1251/16) 240U240 §n L_ :/ 3566315343338367353383 387 7 '4' 289' 315 302 329 305 332 8 36 257 253 275 264 287 267 290 9 210 228 225 245 235 255 237 258 ur 10 189 205 202 220211 230 214 232 11 172 187 184 200 192 209 194 211 12 160 169 183 176 191 178 193 13 125 136 156 169 162 177 164 179 14 108 118 107 139 151 151 164 162 166 15 94 102 88 121 131 141 153 142 155 6 90 73 106 115 126 137 133 145 17 64, '162 3'6' 18 65 67 51 84 91 99 108 113 123 19 58 7'5, 8273 8"g, 10,2 111 20 4849 38 68 74 63 80 87 92 100 21 43 43 33 61 67 3 79 83 90 22 56 61 47 2- 76 . 23 51 54 42 61 66 69 75 24 47 48 37 56 60 54 64 69 25 43 43 32 51 56 48 59 64 26 47 51 42 54 59 27 44 48 38 50 54 28 41 44 34 47 51 46 2943 47 41 30 An 44 37 otal Load values are limited by shear, Table values apply to either simple or Table values assume minimum bearing oment, or deflection equal to L/180, multiple span joists. Span is measured lengths without web stiffeners for joist center to center of the minimum depths of 16 inches and less, eflection values (Deflect.) are limited required bearing length, Analyze I live load deflection equal to U240. multiple span joists with the BC CALCO This table was designed to apply to heck the local building code for other software if the length of any span is a broad range of applications, It may Dflection limits that may apply. less than half the length of an adjacent be possible to exceed the limitations span. Of this table by analyzing a specific oth the Total Load and Deflection application with the BC CALCO lumps must be checked. Where a Slope roof joists at least Y4 inch over software, eflection value is not shown, the Total 12 inches to minimize ponding. ad value will control. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Span Length 6 19 . 20 E Use of these table$ should be limited to root slopes or 3Y2" per toot or less. For steeper slopes, seg; pages 15-1. BCIO 6000s 1.8 Series 25/jr," Flange Width 9Y2" BCIO 6000s 1.6 IM, BCI® 6000s 1.8 14" BCIO 6000s 1.8 16" BCIII 6000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect Total Load Deflect. Non- Non- Non- Non - low Snow Snow Snow Snow Snow Snow Snow I% 125% LI240 115%0 125°l0 L1240 11v°lc 125°l0 LI 40 115°1Q 12 % L1 40 60 392 375 408 390 424 398 432 09 336 322 350 334 364341 371 70 294 - 281 306 - 293 318. 298 324 40 261250 272 260' 283 265 288 16 25. . _. 225 245 - 234' 254 __ 238 259 - 96 213 _ 204 222 - 213' 231 217' 236 50 X96 - 187 204 - 195 212 199 216 56 180 173 188 180 196 183 e 199 45 158 135 161 .. 175 .. , 167 182 170 ` .. , 185 2 137 111 150 163 155 169 159 ` 173 1 I 121 92 140 153 - 146 159 149 162 l8 101 78 126 137 - 137' 149 140` 152 16 86 66 _ 112 122 108 130 141 132 144 4 74 56 101 110 92 120 130 125 136 363 48 91 99 80 108 117 119 129 6 w.... , 55e 42 83 90 69 98 107 W 112. _ 122 - 8 48 36 75 79 60 89 97 88 102 111 2 42 32 69 70 53 82 89 78 93 101 61 r 61 47 75 81 68 86 93 54 54 42 69 e ....;,_ 75 61 79 86 49 49 37 64 69 54 73 79 43 43 33 59 63 48 67 73 65 55 57 44 63 68 58 aes are limited by shear, Table values apply to either simple or This table was designed to apply to a broad flection equal to LJ" M multiple span joists. Spare is measured range of applications. It may be possible yes (Deflect) are limited by center to center of the minimum required to exceed the limitations of this table by tion equal to L/ 40: Check bearing length. Analyze multiple span analyzing a specific application with the BC ng cede for other deflection: joists with the BC CALLOsoftware if the CALL software. apply. length of any span is less than half the length of an adjacent span. Allowable spans and loads shall be Load and columnselec adjusted and checked for wind load as ed. aa Defflechere tionhe Slope roof joists at least 'A inch over required by local building code. own, t Total Load valuet 12 inches to minimize ponding, Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. 58 ; 58 i 44 1 78 : 78 S9I shear, Table values apply to either simple or This table was desiped to apply to a J180. multiple span joists. Span is measured broad range of applications, It may be limited by center to center of the minimum required possible to exceed the limitations of this 0, Check bearing length. Analyze multiple span if table byanal zin a specific applicationanal deflection oists with the BC CALCO software thelength with the BO software. of any span is less than half the Allowable spans and loads shall be ion length of an adjacent span, adjusted and checked for wind load as ire a Slope roof joists at least 114 inch over required by local building code, ie Total 12 inches to minimize ponding, Table values assume minimum bearing lengths without web stiffeners for joist depths of 10 inches and less. i3C18 Design Properties End Reaction (lbs) Intermediate Reaction [lbs] Jclooist Depth Weight Moment EIx 1011 Kx 10s Shear ._ 1, „Bearing 3'l`Bearing ' "Bearing 51/4" Bearing Series [inches) [pit] [ft -lbs) [ib -ins) [lbs] [lbs] ! > No WSM ; WSM No WS0) ` WSM No WSI'I WSM ' No WSO) WSM 9l 21 X360 55 5 1475 050 1125 ' 1125 1.1275 .2100. 2350 2525 2750' 4500s t1y 2 4 3025 260 6 1625 950 1A25 1425 1475 2250 2850.2525 3000 1,8 14 7 3585 380 8 1825 950 '1525 1 1450 1725 2350 3050 2525 3200x 16 3,0 4090 515 9 1975 950; 1625 1475 i 1975 2400 3200 2525 3350 2 3 2725 175 5 1475 950_J`125 -!,1125 l 1275 2.100 2350 2525 2750 50000 . 11 Ys 2.6 ... 3485. , w... 295. 6 1625) 950., x1425 1 1425 g 1475 2250 285.0 ; 2525. 3000 1.8 14 2 9 4130 430 8 1825 850 1525 ' 1475 1 1725 2350 3050 2525 3200 1975,. 1 ., _ 950 1625 i 1500 1 1975, , 2400..,.. 3200 3350 9Y2, 2,5„ 3165 200 5 1575 [ 1175 7f42575 l 13 11475 2400 2650 2700 2750 60005 11/e 8 4060 335 6 1675 1175 1 142500 2850 2900 3000 1.8+ 14 31 4815 490 8 1925 1175 1525 1525 x 1725 2800 3150 2925 3200 16 3.3 5495 660 9 2175 1175 16251 150 1 1975 2650 3350 2950 3350 f m2 7._ 3505 220 5 n 1575 1175 1375 1375 s 1425_ 2400 2650 2700 2750 65000 117/8 1 0 4495 365 7 1675 1175 1425 '1425 1475 2500 2850 2900 3000 ti .,. .. .h.. ,.. .. .. ., .,, ,M ,.. ( ., ..... 1.8 143 3 5330 535 8 1925 ' 1175 1525 1525 1725 2600 3150 2925 3200 16 .. 3.5 6085.....720 , 9. _.. 2175 Y 1175 1625 1_...1550.._1975,.. 2650 3350. . 2950 .. 3350 60s 11'/ 3.2 6235 450 7 I425 1425 1475 2750 2650 3200 3250 2 0 14 5 7440 660 8 1525 1 1175 1525 1525 l 1725 2750 3450 3200 3650 6. , 3.8. 8520.. _.895 9 2175 .....1175....1625 1 1550 .,._.975. 2750 3650 3200 3750 1% 43 9650 675 7 2150 142 5 1850 p 1800 1 1050 3375 3700 4000 4350 90x` 6 66 8 2350 1450 1950 l 1850 ; 2150 ' 3400 3850 4100 44502.0' ........ _._.. . 16 4,9 13050 1330 .9,_._ 2550 1475 2150 1900 2350 3425 400,0 4200 4650 NOTES: 1) No web stiffeners required,d 5wP W11 2) Web stiffeners required. 384 EI K Moment, shear and reaction values based upon; a load duration of 100% and may be adjusted for other load durations. A = deflection [in) Design values listed are applicable for Allowable Stress Design (ASD). v _ uniform load IblinrNoadditionalrepetitivememberincreaseallowed. [ BUILDING CODE EVALUATION REPORT" 1 = clear span [in] stiffness [Ib -ins] ICC ESR 1336 (IBC, IRC) ET = bending K = shear deformation coefficient [Ib] BC18 Closest Allowable Nall Spacing Nailing Perpendicular to All 8CI0 Joists If more than one row of Glue Lines (Wide Face) Nailing erpendicuiar to hW izng paraiiel to nails is used, the rows Glu e Lane Wide Face Glue e) must be offset at least O,C. Spacing End of Joist c Spacing i End of Joist %= inch. t Nail Size inches Simpson Strong -fifeinchesinohesres s 11 A35 connectors may 3 m be attached to the8dCommon (0,131'o x 2 5) 2 1 /2 Nailing 10x1 & 12d Box 0128"a x 3" 3 25" ' ..1 side o f BCI" 60 04S9 S Parallel to (, 1 "). _. . _.... , , ._.,, i . , . joist flanges only, Use Glue Lines 16d Box (0135"o x 3,5" 2 1'/z nails as specified by v . ...,, __...... __. .. Simpson Strong -Tie, do10d & 12d Common & Narrow Face) °`°3 2 6 not attach connectors 16d Sinker (0.148'o x 3, 3.25") on both sides of a 16d Common 0,162"ax 3,5" 3 2 C 1 4 flange at the same 13011" Dia hra m Table Vit) location. pia h to 0a aGl r l Ib NOTES: UrtblwwM.du _ v. 11ked. r w ( 1) See table 6 of ICC ESR 1336.` 4500x, 5000s As permitted for 2x framing; 320 lb/ft for 6 o c, Harling (d Panel edges (2) BCI joists may be substituted for solid sawn framing in building cods 425 lb/ft for 4 0 o mg zing axed ( net edges in horizontal wood diaphragms as shown in Table As permitted for 3x framing 360 Iblft for B o c nailing panel edges 2306.3,1 of the IBC orTabie 23-11-H of the UHC, 6000x' 6500s in building code 480 Ib/ft for 4" o.c nailing, staggered ;Q panel edges (3) Diaphragm nailing shall not exceed BCI closest As permitted for 3x framing; As permitted for 3x framing in building node with nail ._ allowable nail spacing limits. 60x, 90s in building code spacing no closer than 3" oc. Boise Cascade Rimboard Boise Cascade Rimboard ProductProfiles 91/2 41 117/3" 1411 16" 11 0 11181 1 i" 15/16" 13/;' BC RIM BC RIM VERSA -LAM" 'VERSA -LAM® BOARD" OSB BtOARQO 1'A 1800* 2.03100 Product may not be available, Check with supplier or noise Cascade representative for availability. Perpendicular Y Parallel 4"dip through bohs A307.Grades A",SAE See chart for vertical load Capacity. ASTM Exterior Wall Sheathing J429 Grades 1 or 2, or higher with washers and nuts) See Chart for vertical load capacity. Max."/ -"thickness or%"dip log sorews(full penetration)staggered BCI"/AJ) Joists Min. ormectiontot AO Opsfdeeltloading._._„ Perpendicular or, DeokJo) t l ength I Cannention i parallel to rim 12-1" & less2 rows iii" batt or lag screw, i'.2A11-1-11-1111 .w .0 o ¢ p!99pl Msk1,,. , ,a 12'•1' »0" 1a 2 rows %' bolt or lag screw, i i,16 o c (450 pit max.) 1 Note: um For snow bads greater than 44 psi and/or dead bads greater than 10 psl size connesdon per max pit values shown above. t wkh bOlSE CASCADE* Rrmboard Notes, Design of moisture control by others (only structural components shown above). For information on deck lateral load connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engineering, Min. 8d nails at 6" ox, per IRC. Connection per design professional of Min. 8d nails at 6" ox. per iRC. For use of proprietary screws to'aitach ledger, consult screw manufacturer literature, record's specification for sheer transfer, Connection per design professional of For further information on residential dock design, see AWC DCA 6, Prescriptive record's specification for shear transfer. Residential Wood Deck Construction Guide, JUBoiseCedeRimll-oard Properties Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Crain Product if lb 1bJft ItIfi Iblin iblin iblin2 1" BC RIM BOARD"("') c 3300 1' BC FLIM BOARD OSB 3500 180 Limited span capabilities, see note 2 M VWBC RIM BOARDO OSB izi 4400 3500 m 1.80 Limited span capabilities, see note 2 1-1he" VERSA-LAM01.41800 (i) 6000 4450 Permitted per building code for all nominal 1800 1,400,000 w 225 525w. 2" thick framing jloordiaphragms _ _ _ 1°:"VERSA-LAMS 2.0 3100 (') 5700 p 3100 2,000,000 285 750PermittedM 4300 Pper buildin code for all nominal 2" thick framing; oor diaphragms Product Notes Closest Allowable Nall Spacing -_ Narrow Face lin] 1" BC RIM v 1, See ICC ESR i 1040 for further BOARC iii 1/" BC RIM 181 ' VERSA -LAM 1a,"' VERSA-LAM° 1" BC RIM BOARD" OSB (2) BOARDO OSS M 1,418000) 2.0 3100 or product information, 8d Box ; (0,113'"e x 2.5") 3 3' 2. See Performance Rated r...x .... ,,....... m_ .. µ. . __,_ _ __,. _. __ _._ Rim Boards, APA EWS 8d Common (0,131"W.5") 2,5") 3 3 3 3 #W345K for further product 10d & 12d Box (0.128"d x 3"„3,25") 3 3 information. 16d Box (0135" e x 3 5”) See f2d publication in note 2 for 3 3 N 0omrnon k further nailing information. 4 4 1,64 Ir 0T...., 4a,!o. x,3°,,;3.,25° J., 16d Common (0162"o X 3.5" 6 X/f=PqA_I AKAO Prnri"t-fc M Introduction to VERSA-LAMO Products 1 When you specify VERSA-LAMO 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 %1 r-nn-cami ianfhi *h= hi iilritzr i -tin mv mr,+ ha Ller I' m "1vW "I'MN"Offilp— customers wan signiticantly scope: This work includes the complete code evaluation service's report and Storage and furnishing and installation of all VERSA- section properties based upon standard beams, if sto LAM" beams as shown on the drawings, engineering principles. Verification of stored on stic herein specified and necessary to com- design of the VERSA-LAMO beams by 15 ft. apart, B plete the work. complete calculations shall be available dry, level surf upon request. weather, They Materials: Southern Pine or Douglas so they are no fir veneers, laminated in a press with Drawings. Additional drawings VERSA -LAM all grain parallel with the length of the showing layout and detail necessary in accordance member. Glues used in lamination are for determining fit and placement in the Cascade EW phenol formaldehyde and isocyanate buildings are (are not) to be provided by Temporary co exterior -type adhesives which comply with the supplier. cause stresse ASTM D2559. are not perml Fabrication: VERSA-LAMO beams be provided to Design" VERSA-LAMO beams shall be shall be manufactured in a plant support for th sized and detailed to fit the dimensions evaluated for fabrication by the governing entire system and loads indicated on the plans. All code evaluation service and under the has been app designs shall be in accordance with allow- supervision of a third -party inspection Codes: VE able values developed in accordance with agency listed by the corresponding be evaluated ASTM D6456 and listed in the governing evaluation service, service. e 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, 50 4. Do not drill more than three access holes in any four foot long section of beam, 6. The maximum round hole diameter permitted is, End Bearing Seam Depth Max. Hole Diameter 6, These limitations apply to holes drilled fo access only. The size and location of hol 5Y2" 4 governed by the provisions of the Nation& 7114" V Wood Construction, 9W and greater 2" 7. Beams deflect under load, Size holes to required, 8, This hole chart is valid for beams support For beams supporting concentrated loads holes, contact Boise Cascade EWP Engi V FV ewer call backs, Installation: VERSA-LAMO ad prior to erection, shall be kers spaced a maximum of eams shall be stored on a ace and protected from the shall be handled with care t damaged, 41 beams are to be installed with the plans and Boise P's Installation Guide, ristruction loads which s beyond design limits tted. Erection bracing shall assure adequate lateral e individual beams and the until the sheathing material lied. RSA-LAM11 beams shall by a model code evaluation 1/3 Span.:.__V_ Intermediate Bearing r plumbing or wiring es drilled for fasteners are i Design SpecificationO for provide clearance where jog uniform load only. or for beams with larger neering. VERSA-LAMO Beam Details Bearing at concretelmasonry walls Bearing for door or window header Beam to beam connector Bearing at column' Provide $trap per code if top plate is moisturebarrier and W air not continuous over header. Verity hanger lateralrrestraintspace capacity with at bearing. required hangermanufacturer betweena,.. , VERSA -LANs concrete- column - and wood. , , Column connector per design professional S f Trimmers > f ; f ofrecord Slope seat cut Bevel cut + Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush f with inside of wall Strap per code If Slo ad seat cut. . € Nanger- top plate Is not tT-ot to exceed t continuous inside face 1 of bearing. 1 DO NOT bevel cut VERSA -LAMB beyond inside face of wall without approval from Blocking not Boise Cascade EWP Engineering Moisture barrier between f hown for clarity. ' t or BC CALL* software analysis. ' t' concrete and wood . f VERSA -LAM" Installation Nates Minimum of 'A" airspace 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, ni .. .. Designing Connections forMaximumUniformSideLradpiff Multiple g Nailed"' Y Dia.Tnouholt0) Ye"Dia.Throu InBolt') Multiple VER A -LAM° M mb rNumber2rows16d3rows16d2rows22rorows2rows ( 2 rows @ 2 rowsMabarsSinkers ( Sinkers @ 24" o.c: 1 6"" o;c. 24" o.c. 12" o.o. @ 6" o.c,When using multiple ply VERSA -CAMs beams to;rreate a wider 12" a.,, 12" o.c. ; sia erect atsta seed sta Bred at Brod ata orad member, the connection of the plies is as critical as determining the IY4" VERSA -LAM* (Depths of 18" and less) beam size. When side loaded beams are not connected properly, 2 470 705 505 1010 2020 560 1120 2245 the Inside plies do not support their share of the load and thus the a 350 525 375 755 1515 420 840 1685 lead -carrying rapacity of the full member decreases significantly. 4 - -use brit schedule 335-670 1345 f 370 745 1485 The following is an example of how to size and connect a multiple -ply 3'" VERSA•LAIN* VERSA- LAM* floor beam. , 2{'> use boltsrhedule' B55 1715..: N/A 1125 2250 NIA 1114" VERSA -LAM* (Depths of 24") "/ A Given: Beare shown below is supporting residential floor load 40 psf live load, 10 psf dead load) And is spartmng 16'»0" Nailed l4j 'Dia" Through Bolt') Ye Dia. Through Bolt"' Number Beant depth is limited it 14", of 3 rows 16d 4 rows16d 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 row's @ 3 rows @ MembersSinkers @ Sinkers C 24" o.c, B" 18" o,c, 6" 12" o.c. 4" 24" o.c, 8" 18" o,c. 6" 12" ettad ataga: a 4" Hangers not shown 12' o.c, 12" o.r, a taggeredsd sia ered ata ered atataered for Clarity 2 705 940_ 755 1010 1515 840 1120 1685 14' 8 t _525 705 565 755 1135 63 840 1260 4'41_ use bottsrhedule 505 ' 670 1010 560 745 _ 1120 Ti Design values appto common The distance from the edge of the 1 16d box nails = 0.135" diameter x ' bolts chat ooniorm ANSI/ASME beam to the bolt holes must be at 3.5" length,l6dsinker nails = 0.146" istaandardB18.21-1811 (A TM A307 least 2' for W bolts and 2W for W diameter x 3.25' length, o r2des ABB, SAE was rales 1 bolts. Boit holes shall be the some 4. 7" wide beams must be top -loadedororhigher). A was not loss diameter as the bolt or loaded from both sides lesser 18' than a standard out washer shall be 2 The nail schedules shown apply to side shall be no less than 5efe of between the wood and the bolt head both sides of a 3 -member beam, opposite side), and between the wood and the nul. Find A multiple II/V ply VERSA -LAW" that is adequate to support the design loads and the r ernber's proper connection schedule, 1. Calculate the tributary width that beam is supporting: For top -loaded beams and beams with side loads with less than those shown: 14'/ 2 + W/ 2 = 16' a mum n orm Plies; Depth Nailing 131 ' Load From One Side 2. Use PLF tables on pages 28-30 of ESG or BC CALC* to size Depths 11'14" & less 2 rows 16d boxfsinker nails 12" o,et 400 R beam. 2)1W plies Depths 14 18, 8 rrws 16d box/sinker nails 12 o c` 600 if A Triple ... ..., ...-.., . N..-_.. .:. 1? ,v'pe VERA-LAMr' 2.0100 11"x 14" is#oiled to Depth = 24'" 4 rows 16d box/sinker nails 12" o.c 800P_If adequately support the design loads Depths 11114 & lest 2 rows 16d boxlsmker nails 12 o c 300N 3. Calculate the maximum elf load from one side 8)1 Y4 plies i'> De the 14 181 3 rows 16d box/sinker nails 12o c' 450 elf theP: ( right aide in this case). Da th = 24' 4 rows 16d boxfsinker not 12" o, 600 If Max_ Side Load = (18'12) x (40 + 10 psf) = 450 pif 4)11h' Plias Depths 16 & less 2 rows'/" boh 24 o e sta0 aro#% w 835 p)f De th 24" 3 rows ih- baits 24 o.e., sta orad eve' 8" 505 if 4. Go t4 the Multiple Member Connection Table, Side -Loaded Depths 18 &less 2 rpws l" bolts 24 o c s1a0sred 855 pN ww Applications, 1'l4"VERSA-LAM*, 3 members: L2) 3k",1*5 _ _. i _ _- Da th 20' -24'" i 3 rows' bolts l 24 o.c., AnniI ave : 8" 1285 If 5, The proper connection schedule must have a,capacity greater 1, The nail schedules shown apply to and by 25% for non -snow load roofs' 7. Connection values are based upon than the max, side load: both sides of a 3 -member beam. where the building code allows. the2012 NDS. Nailed 8 rows 16d sinkers a7 12" o r, 2. 16d box nails = 0.135" diameter x 5. Use allowable load tables or BC 8, PaatenMastor Trusst.ok, Simppsaon 15" length,`1d sinker nails = 0.140" CALCf software to size beams. Strong -Tia SDW or SDS, and USP 525 plf is greater than 450 pif OK diameterx3. 5"longth. , 6, An equivalent specific gravity of WS screws may also be used to Bolts '1" diameter 2 rows @ 12" staggered* 3 Beams wider than 7" must be 0.5 may be used when designing connectmutdple member VERSA. designed by the engineer of record,s peciggconn ctionswith LAMebeems contact8oW 755 pif 1s greater than 450 pit OKE, 4, All values in these tables may be VE RS Cascade NAEaglneeningfor inemosed by 15%forsnow-16ad mots further information. V I aA-I AM° Floor Load Tables, VER A- AMS' 2.0 3100 % Load Duration) Top Figure Allowable Total Load"[plfj KEY TO TABLE Middle Figure Allowable Live Load (plf) Bottum Figures - Minimum Required Bearing Length at End=/Intermediate Supports [inches] 1'd" VERSA-LAMB 2.0 3109 Double Rly 1'G"' VERSA LAM42.03100 or Triple PCty 1'b"' VERSA-LAM° 2,0 31120 or Quadruple Ply 11 VERSA-LAMa .9 3190 or Span 3'G"' VERSA-LAM 2.0 3100 S};' VERSA-LAM 2,0 3109 7" VERSA-LAM 2,113100 tftl.. . .. . _.... , ., . ... 7l, BYi" 11'/e' 14" T/r s 9'lz" ; 11'1." 14' 24' 9%" 11'/e" 1416'" 18" 29" 24" Ill/." v 14' 16" 18" 20' 24" 763v 1063 1424,(_1795, .1525 i 2126 2849 3590 4387 5232 5226 3189 4273 i 5384 s 6580 7848 7645 7836 5697 : 7179 8773. 19463 10459 19451 6762 - 1525 1`.814,4„2.416,1 i 3,318.2$41119, 1,111 2418.1431U41119,1(,5112,6;`. 6115. 6115 2,416.1 43/8.24,1/10.5112.6 r 6115 1 6115: 6115 3,3!8,2;4.1119 351126 6115 i 6115 ' 6115 479 746 978 1207 957 1492 1857 2414 2886 3402 3913 2237. 2936: 3622 4328 5103 $876 5870 3914 4829 5771 6803 7834 7826 n.. . 8 322 72+4 843 r 1447- 2171 . 1;819.723157, 317513,719.3 1,5/5.7,2,3!5.7",$17.6 3,7193,44111,fS2/13i 6115 2.315,7; 317,5 471934.0%115.21131 6115 6115 3175 £5,71934.4111.1 52113 611 i 6115 243 551 745 909 487 1102 1489 1817 ` 2148 ` 2502 3126 1653: 2234 '. 2726 1 3222 3753 4322 4688 2978 3635 4296: 5003 : 5763 , 6251 10 165 .,. 370 724 329i 741 1447 1111 ` 2171 2894 w ..... , v , ,.. ., .. ,.' . 1.513 `2.1/5:3129/7.1,3518.7 1.513,2,115.3i2917A"35/8.74.1110,34.8/12' 6/15 2,115.3•2.917.ii3,51874.1110.8d8/12?5,6113,8 6115'2917,1<3,5/8,7,4.1/10.348112,5,5/13.8 6115 182 413665 808 364 826 4330 1617 1904 2209 2839 1238 1995 2425 2856. 3313 3890 4259 2659 $233 3807 4417 5867 5679 11 X124 276 544 247 $57 1987 - 6351631 2175 1 m. ., . ,., r.,.... 1.513 ?1,71441 2,817;94/85 1515`1.7144 '2,81744185.4J101;4,7111.7 6115 1,714.4= 2,867;3.4185,4110.1;4,7111,7,5,4113+ 8/15' 2,877.3,4185 4110,1,4.711176A1134 6115 139 317 585 728 279 634 1170 1456: 1709 i 1977 `. 2601950 i' 1755 1 2164 = 2564 2965: 3390 , 3901 2340 ; 2912 34181 3953 4519 $201>' v... , 12 95 214 419 ' 686 429 837 1372 643 1256 = 2058 1675: 2745 v 1.513 1.513:7,2718.81 418,4 1,51311.513.6/15 1,513,722.716.8,3.4(848.9/9.94.6111.45,213 6115 2,7/683.418.4 3.919,94,6111,45,2113; 6115 100 248 468 662 217 496 976 1324 1559 '1789 = 2399 744 F 1464 1986 2326 ' 2683 j 8059 3598 1952 2647 3101 3577 ` 4978 ' 4797 1375 169 829 540 150 337 659 1079 506 988 11619 _ 1317 2159 1,513 ,1.51311,2418,1;3,378,3 1,513 ,1.513.1 a2418.ii33183,3919745111,21 6/15 1,573,1 2416133743,3.9J97?4,5J11251712% 6115 6115 86 1 198 390 $85 173 395 779 11711 1418 ` 1633 2226 693 1169 1756 ? 2128 2449 2786 = 3338 1558 2342 2837 '„ 3265 ' 3'113: 4451; 14 60 135 264 432 120 270 527 .,, 864 1290 ; 405 ,. 791 1296 1935 1055 1728 2580 v...'... i b13 1.5IS .217S3_'w2I7,e 1.513 1,513 k1l/5,3,w2170 3 104=43/1'1=' 6115 1,513 =2.115.3;3,21/.9;3.819,& 4.4111;5)11.6: 6115 , 2.144/11,51'12,5; 6115 70 160' r 316 $09 139 320 631 1018 1307 1502 2976 479 947 1527 1960 2253 2568 3113 1262 2D36 _2614300 3410.4151 is 49 i 110, 214 351 98 220 429 705 1049 1493 320 643 1054 1 1573 2249 858 1405 2098 2987 v...... 1573 , 1573 18I4B,2Rt7.9 1,5/3 1.513 .1814682,9174 3,8/9,5 3/10. 6715 1513 .18/4.8129174 3,8/9.593110. 4.9111 ,.6/15 1,874.6,2917.4 1.819,513/1094.9712,3 6115 57 131' 1 259 427 113 262 518 854 1151 1390: 1944 393 777 1281 1727 2085", 2364 2917 1036 ' 1708 2303 2780 < 3151 3889 Aa. 16 Ao ? 90 177 289 80 : 181 X353 579 864 1230 271 530 ' 868 1296 1846 - - 707 1158 = 1728 2461 - - 7 1.513 ; 1,5/3 , 1,6/4 ;26786 1.513. 1,513 ; 1,614 2,6166 36/8.9.4.3110.1, 6115 1.513 ? 1,6/4 ;2,616.6 3.6/8,9;1.3/10,7A.9112,2 6/15 1.614 ,2.696.63.6/8.94.31104.8/12,^ 6115' 108 275 355 93 217 430 710 1018 '1274 1826 325 645 1065 1527 1911 2196 2939 ' 864 1420 2036 1547 2929 3652' 17 75 , 141 i 241 67 151 295 ` 485 720 1026 226 442 724 1081 1$39 2111 589 965 1441 2052 2814 1 ,, w. 1.513 1513,612.518.9 1,5/3 i 1.513 "1513,62,3159:3,318.442/10.5 Bits 1.513'1519.6,. 2,31642110.04,811,8112 6115 15/34,2.3/58 10. 4.9/12 ...6115 90 t 180 298 77 181 r 360 596 894 ,'1134 1701 271 540 .' 814 - 1341 1701 2051 2552 720 1191 - 1788. 2268 ; 2735 ; 3402 x...,e .,...,.. .. .., .11 11 N. 18 1 64, 1 124 1203 56 127 z 249 407 BUT 864191 372 610 910 1296 1778 496 ` 813 1214 1128 , 2371 a, .,. ...,. ... .,.... , ., ,..,. r ..., ........ .... .. .... J 1,513 , 1.513,2`2,115,2 1.613 , 1 51315/3.2 2,116.2 3.1128; 419.9',5.9/14. 1.5/3 1.513.2?2.1152 3.117.8< 419.9 44111,95,9114 1.5/3.2.2.175,23 .117.8. 479,9 q.B111,95.9/14, 76 182 252 65 152 304 „ 504 758 1016 1592 229 457 757 1137 1524 1863 2388 609 101]9 1516 2032 2484 3184 r 1954 105 113 48 108 211 346 $16 735 162 316 519 774 1102 1512 ` 422 691 1032 1470 2016 t 1,513 ? 1.513 1,014,7 1513 1 1.513 1.513 1,9147, 2,817 13719,4 5.8114 1,5/3 1513 :1,9147' 2,8/7 ;37/9,44.611145,8114. 1,513 ;1,9147 2.817 3.719, 4,6111.45.8114. 65 , 130 215 54 129 ll, 259 430 647 915 _ 1496 194 , 389 G B46 i 971 1373 i 1678 = 2243 519 861 1296 1830 ` 2237 2991 2D 46 90 148 41 93 181 296 442 630 " 1493 139 271 445 664 045 1296 2240 362 593 885 1260 1728 29875 1,513 15/3117/42 1.513 1573 ; 1.5131 1,7142.2.576,61895.8114. 1.573 1 15131,7142 25I63;8.618.9A311$58114, 15/3 1,7142 2.516.3 3,618.94,311D85.8114. 96160 95 192 , 320 482 ` 692 1304 142 1 288 480 2 724 1038 i 1382 1966 384 640 ` 965 1383 1842 2608 22 , ........ ,: , 88 „ „ 111 70 136 223 # y332 „ t„ 473 1 1122 104 20433 4 499 7104 - 1974 1683 272 445 665 947 1299 2244 1.5!311;51)5 1.513; t.5/3115I3.5;2.1152113i7.4 sAM1 1,5/3} 15(311.5155.2,1152?317.4:3,019,05,6113. 1.513;15135,2.115,2 317.4:39/998,6/13 72 122 71 145 243 368 629 1092 106 217 365 552 1 793 1095 1638 290 486 786 1057 ; 1469 ` 2184 24 62 i 88 54 105 172 256 365 864 8U 157 287 384 547 750 1296 209 343 512 729 v 1000 1728 r .. 1,51311513 1513; 1513? 1,513 18144x2516.3',1/12 1.513: 15/8f 1.513 +1.8/4.4?2,5I63A.4865.1112. 1513;1.5/3 1.B/4.425/63 3,41865.1/11, 56 ,r 94 54 111 188 286„ 412„ , 927 Bil 1 167 282 429 618 , 8S5 1^9q 223. 316 $72 ' 824 1135 LI853 26 ` 41 87 ^2 82 ,. 135 i 201.. 287 880 83 1 124 271 302 `, 439 , 590 1020 165 270 403.1 574 787 1359 1.513 , 1513 1.513 1.519,1513.72.175.3 *711 U 1.5/8 ' 1,513 ; 1,513 .1,513,7;2,115.3' 2.$17,3,4.7111 , 1,513 1.513 .1513.7 2.115,3; 2,17 324,7111. 74 148 226 .., 326 792 61 0 222 338 480 678 1188 174 = 296 451 ; 652 904 1584 2854 86 108 161 , 230 544 51 99 162 242 344 472 816 132 216 322 459 630 loss 1,513 1.513 , 1.513 15/32k18146;441101,513 ,, 1.5/3 1.513 :1,513.211814.646163 4.4/10. 1,5/3: 1,513 .1.5112 181y0 2,5/63.4.4110.1 1........1.;59... 68 1 118 1, 180 :262 63$ 102.. 176 t 271 393 548 s 959 137 235 1 361 513 726 1279 341 44 54 ' 88 .., 131 487 442 s0 i 132 197 280 364 i 664 197 176 . 262 373 512 885 v . ,..,... w 1.513 7,613 1.513.1.513 < 1 614 13B19.5 1,513 ; 1.518 > 1,5/3 1874 ;2,2/5,5=3A/95 1.513 : 1,613 1,513 1,674`'2,215,5.3.819,5 Total Load values are Ill by shear, moment or deflection equal to 1_7240, Total Load values are the Table values for Minimum Required Bearing Lengths are based on the allowable compression design capacity bfthe beam in addition to its own weight, value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, Live Load values are limited by deflection equal to L/360. Check the local building code for other such as aweaker supportmaterial, may warrant lodger hearing lengths. Table values assume that deflection, limits that may apply, support is provided across the full Width of the beam. Where a Live Load value is not shown, the Total Load value will control. For 2-plyy, 3-ply oro-ply beams; double; triple or quadruple Allowable Total Load and Allowable live Table values represent the most restrictive of simple or multiple span applications. Span is measured Load values. Minimum Required Bearing Lengths remain the same for any number of plies.. centarto cenlar of the supports, Analyze multiple span beams with the BC CALCe software if the length 11, inch members deeper than 14 inches are to be used as multiple-member beams only, of any span is less than half the length of an adjacent span, This table was designed to apply to abroad range of applications. It maybe possible to exceed the Table values assume that lateral sup ort is provided at each support and continuously along the top limitations of this table by analyzing a specific application With the 8C CALC6 softvil edge and applicable compression edgas of the beam, d4 iU I4U 9U 101 #Ot 384 041 - lot 444 i 914 : W. 3!4 1; 948 , 134f 1010 IU08 4410 40VI. 1,414 - 4U41 4078 ' ZU04 -3414 Wua 3UU7 40U4 3303 3U30::4004 04tH A4U7 12 1148 3,42 $26 - r. x,_ ..,,. . 286 648 1256 - - e.... 965 1884 101 , 58 t 120 202 906 441 919 1.518„ 2/4,9,'3117,$'3.919,7 1.513 214,9;3, J/ .&1 6115 214.9;3.1178 3.9/9,746ill,5.2113.fi $115 6115 3117.83.919 1 4 5111.35.2/13.1 6115' 6115 1.513 1,578 1,519 „ 1.513 1.513 17143,2.4161 5112.E 1A6 332 573 782 292 665 1146 1524 1785 21160 2399 997 1719 2287 2678 3489 3522 3598 2292 9849 3571 4119 4696 4797 13 112 253 ' 494 225 596 I 988 1?59 1482 1978 "... value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, I 1.518 142€2,91?,2,3,$19,5 1.513,17142!2,9172;3819.8 1.5111.51112,$ 6115: 1,714.2:2.9172;3819,84.5111,23,1112,9.9114,7 6115 29172;3.8/95?4.5111.3"1112.85.911A7 6115 support is provided across the full width of the beam. 116 265 483 674 233 " 539 987 i 1349 (1 1634 1 1880 , 2226 796 1480: 2023'1 2459 t 2821 3209 3338 1973 i 2697:3267 .19761 ; 4278 4451 14 90 203 896 648 180 d65 791 1296 j 608 1187 1944 1582 2503. 1.513 .1,513.6:2716,7;3,819,11573,$;2,7/6,73.619.1 441118.11127 6115 1513.6;2,7167,3.614.1' 1,47715111275.8/14.4 8115 2.?/6.7=3,6/91 4,4111,5.111275.8114,4 6115 911 215 423 586 188 429 646 1173 1505 1730 ; 2076 644 1268 1759 2258 ,2595 2948 3113 1691 2346 3911 '3459: 3928 ! 4151 15 73 165 322 527 146 ' 329 643 1054 494 965 1581 1286 2108 1,x/3,1513,1,2516,113.418,5 1,513'„15131125161,3.4/8.54.3110.05/125; 6115 1513.1 2,5161,3,418,54.3/10.38712,5'5.77142 6115 2:.816.1 „3,4/8548110,rJ5/125157114. 6115 77 176 347 575 153 352 895 1029; 1327: 1601 ' 1944' 528 `1042 = 1544 „ 1990 ; 2402 = 2723:2917 1389 ; 2058 2653 1'3202 3630 3889 16 6D 136 265 434 121 271 530868 1296 - _ - 407 795 1303 1944 1080 173? 2593 1.513115132215.443.2179 1.513 1,513.2.2/54-3217,94.1116.24.9112.3, 6115 1,513 2,2154<3.2/7.94,1 /10.24,9/1265,6114,8115 22154 3.2I79d1110.29:9112356114; 6115 63 146 ; 289 1 455 127 292 $77 910 1173 1829 438 866 18$5 176 2201 2631 2743 1154 1820 23462346 29 3657 17 50 i 113 221 362 101 , 226 442 724 10al 339 663 1086 1621 884 1448 2161 ' 1.$13 1.513 ri 0101 3/7.8 1,813 € 1513 1.914.8; 317,5: 39196;4.8112; 6115 1,5%3 1,9/4.8' 317.$ 3919.6; 4,8/12 5,5113,4 6115 1,9/48; 3it!i :3919.6, 4,8112=5.5113.8 6115 53 f22 7 242 ? 399 106 :` 244 ; 464 ` 799 1045 1307 1726'7 367 128 , 1198' 1567:1961 1 2364 ; 2588 968 15982089 ?2614 3151 3451 I 1B 42 95 186 305 85 191 373 610 910 1296 286 858 915 1386 ` 1944 744 1220 1821 ',2593 ;-- 1.513131 2.817 1.813 „ 1.513 11714,31 2.817 3 $19. 1l,b111.4 61'15' 1.513 ,1,7/4 3 2,817 23,6/914,51114` ,5113,T 6115 1;714 3, 2,817 i3 619.171 5111,45 11, 1if, 6115 103 205 339 69 206 410 877 936 1171 1 1634 1 310 815 1016 1444 1757 i 2147 2450 820 1354 18?11, 3342 i 2862 ; 3267 19 1 84 18$ 289 72 162 ' 316 $19 774 1 1102 243 t +475 778 1161 1658 633 1037 1548 i 2204 a_ 1',513 11513.8,2,8?6.3 1,513 1.5/3 ;1,5/313 2,516.3`3,4Ja.6 1.311b.6 6115 1,519 :1.513.8;2.516.8 34166 .3110.Bi5.31131, 6115„1,6138;2,516.3 3418,64;3110.85.3119.'1 6115 88 176 288 75 ` 176 i 350 579 843 10§5 1551 263 525 868 1265 15$3 11934 2336 699 115? 1686 2110: 2579 3101 20 69 136 222 62 1 139 1271 445 8$4 945 4 20 8 _400 667 996 1118 , 543 x$89 - 1327 ^ 1890 1,513 ?1513.4,2.315.8 1,513 1,513 41.513 4 2 315.$ 3318.24,1110.3 6115 1.513 .1.5/34 2.315.63.318,2'4.11102 5112.5 $/1S ii513,d 2.315,6 3,318,24,1/10,511257 6115 d4 iU I4U 9U 101 #Ot 384 041 - 7#1 430 384 AIA 84U 7740 ,179 070 (bA , lUN4 `IAUU , i ... .. .. ... ..... {., .,. 1.51371.613.9 71,61341:513 1,613 9 3 315 9;3.318359114 SRW, 1,513'1.513 1.513 A6/19,2.3159`83)8842116,59114. 76 4 128 75 153 256 387 55$ 1069 112 229 983 580 833 , 1182 1604 305 , $11 773 1110 1510 2139 28 62 1 131 63 124 202 302 436 C 1020 95 185 i 304 453 6451 1 1539 405 604 860 1180 2039 1.513 1.513,3 1 1 513 ; 1.513 ;1.513,3: 215 2.6/7.10.4113 247 1.8/3 ' 1;513 1,513, B 5 4113. 1,513,3 215 i881713,8/0j&4113. 60 101 , 58 t 120 202 906 441 919 87 180 308 1378 404 61219 1837 28 49 81 i 51 99 162 , 242 344 816 7$148 243: 363 517 7D9 1?24 168 324 484689 945 1833 1.513 1,578 1,519 „ 1.513 1.513 17143,2.4161 5112.E 1,8/3 - 1;518 ' 1.918 i,7t4.3 2A 61 3.4184,5112.6 1,513: '.,66 ,17/4.324{61 34784 6112,6 81 95 161 246 355 797 88 143 242 369 538 738 .1196 190 323' 492 710 9841594 30 66 1 80 132 197 286 664 62 121 198 295 1 426 57$ 996 161 263' 393 860 768 1327 1.513 1,513 ; 1,513 1,5137,2,'115,3 1,7111, 1.5/3 7 1.513 ` 1,513 1.5/37'2,115,312917.847111, t 513 ; 1.513 .1,5137:21153,2917,3,4,7111 Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the Table values for Minimum Required Bearing Lengths are based on the allowable compression design capacity of the beam in addition to Its own weight. value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, Live Load values are limited by deflection equal to U240, Check the local building code for other such as a weaker support material, may warrant longer bearing lengths, Table values assume that deflection limits thatrriay apply, support is provided across the full width of the beam. Where a Live Load value is not shown, the Total Load value will control. For 2 -ply, 3-p' or 4 -ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Table the Span isvaluesrepresentmostrestrictiveofsimpleormultiplespanapplicabons. measured Load value& Minimum Required Bearing Lengths remain the some for any number of plies. center to center of thesupports, Analyze length of any span is less than half the multiple span beams with the BC CALCe software if the length of an adjacentspan, 11% inch members deeper than 14 inches are to be used as multiple -member beams only. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam, This table was designed to apply to abroad range of applications; It maybe possible to exceed the limitations table by BC CALCeofthisanalyzingaspecificapplicationwiththe software VE-.AMO hoof road Nobles VERSA-LAM& 2.0 3100 (126% Load Duration) Top Figure Allowable Total Load [plfJ__ KEY TO TABLE Middle Figure„ T4Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End ! Intermediate Supports [inches) 141++" VERBA-LAMe2.0 3100 Double A 1'fi"VERSA-LAMe2.03100 or Triple Ply 1',4" VERSA-LAMB 4,0 3100 or Quadruple Ply 1'1," VERSA-LAMa2,0 3100 orSpanVERSA-LAM 2,0 3100 5"h" VERSA-LAM 2,0 3100 7" VERSA-LAM 2.0 3100 Iffl .,........ ... ... 7'Y- 9Y2' 111/4' 14" 7f : 91/V117/e k 14 16" 16" 24 9'lz" k 11'le' 14 16, 18" 20 24„ 111/6" 14, t 16" 18" : 20' 24" 954 x 1330 1782 2245 1908 1 2660 3564 1 4491 1 6234 5232 5226 39905346 6736 7851 7848 ` 7845 7838 7128 8981 10467 10463 10459 10451 2155:3.1 /764,111Q2 ai1112 2.2155,3=117.841110.2 .1lt29 61 t5 `'6115 $115 3177.6 41719.2511129 611611561155 = E ' 6115 6115 61161110.2541121 8115 : 6115 ; 640 933 1225 7 511 1270-1 1867 2449 3022 3611 3919 3913 2800 -,367_4_"45324532 5417. $879 ; 5876. $870 4899 6043 7222 7838 7634 7826 1__11__'_,__--,. 8 482 968 . .._ w ..... 214.9 1917,11,81ti,4*6111,6 2144 x29171>3,819.4461N655713.11,6115 , 6115 28/7x1;:3.8/944.8111.6551138 611$' 6115 i 6115 36/9.4;46711655113,8!15. 6/15 6115 26 693 932 1138 661 1386 1884 ; 2275 . 2689 3132.3126 2078 ' 2797 3413 4033 ; 4698 ,4895 1 4688 3729 , 455 6263 ; 6259 w ...... a.._ 10 247 558 494 1111 e - 1667 - . - 1;5731 2.71$8 3.8789,434110. 1,$13.1,2.718.8'3.618.9 4.411D95,21129 8115 61152.718.6 3618.9 4.4110.$5,2/128 6115 , 6115 = 6115 3.618814,41105$.2112.3 6115 i 6115 6116 244 $62 833 1012 497 1104 1666 202 2765 283.9 165 3037 3576 4148:426$ 4259 3330 4449 4767 5531 5687 $679 w .....v 11 186 i 418 815 371 i 635 1631 1253 2446 3262 1513;2.3158,3,510.84,3110, 151,12315.8, 3,5I884,31i0,75112.81581148 6115 23158 3,6188=4.311075/126b58/14,,06115 6115351884,9110.7, 6112,8,58114.6 6115 61151 414 733 ;1912 374 848 x1485 1823 ? 2141 ;'247$ ; 2801 1272 2198 2735 . 3211 3713 3907 ' 3901 ' 2931 3647 i 4281': 4951 ` 5209 52011 12 143 322 628 286 643 12$6 965 . 1884 ' - 2512 = a rr ,,.... . ... 1513. 2/4.9 3418.4.4;2110. 1413 j 214,9 :3418.4 9211054.9712.35.7114.3 6115 214.93.4!84;4,?11D.54.97t2.3$,7/14.3 6115: 6115 3.418.4,4,2110.4.9112.3$.71143 8115' 6115 146 332 i 623 829 292 f 8656 '1241942 2240 2399 997 1970 2487 2913 3360 : 3604 3598 2494 3916 3884' 4480 4896: 4797 w 13 112 1 253 494 810 225 506 '988 1619 i 759 . 1482 ?429 1978 3?36 1.573 ,1,714;2`3.11781110. 1,513 ,1714.2=3.11784,1119446i12,ii56114 6/15 171421117.8I,ik10,44,6112,1t561141 611$ 6115 ''3117,84,1 j1044,8/12,1,66114 6115' 6/15, 116 265' 521 734 233 530 i 1043 1467 1777 ; 2046 2226 796 1564 2201 2666 S 3068 ; 3345 3338 208$ 2934 . 3$54 . 4091 4459 1 4451 14 90 203 j 396 648 180 405 791 1296 - 608 1187 1944 1582 ` 2593 1.513 !Ii5t3.61 2.817 4/9,9 1513 1.$13,6 2817 419.9 4.8!1155!138, 6115 1.5/3,6? 28/7 ; 4/9.9 ;4.8112°55113.8 6115 8115 2,8/7' 419.9 ;4.8112 55/18.x1 6115 ' 6115 A47-1,215 423 838 188 429 646 .1276 1838 1882 ; 2076 644 1x68 1914 2466 2823 ,3120 3113 1891 2552 3275 3763 4159 = 4151 15 73 165 322 527 146 t 329 643 1054 1573 ; 494 965 1581 2360 „ - x 1288 2108 3146 m .... , 1513 ;1.613.1 2516,1;3,719.2 1.513 ;1$13.1 5/613.719,24.7111.8u.41138 6/15 1.513,112.516.i 37192 4.7111,lS54113.8 6115: 6115 2516,1,3719247111.85.4113. 6115 1 6116 77 176 347 ' 560 153 352 695 - 1120 143 '1742 ; 1944 528 1042 1880 ' 2165. 2613 2923 2917 ` 1389 ' 2240 i 28671 3484 ' 3897: 3889 16 60 136 265 434 121 271 5.30 868 1296 407 _ 795 1303 1944 106D 1737 `1593 I 1 11 -111... .,...,. ...,., 94 _. 1.5/3.1513,2215,4.3.518.6 1.513 1,51312279.43.51964.4111,1.41134 6115 1513.2215.4'35h96k.4111.4113.4 6/15; 6118 2215,4+3.51864.4111,1=6.4113,k 6/15 i6115 63 146 288 478 122 292 577 951 1277 1597 1829 438 , 866 1427 1915 2395 2749 2743 1134 1902 1 2553 3183 3665 ; 3657 17 50 E 113 x 221 382 ]Q1 x 226 442 i 724 1081 1 1539 339 i 663 1086 1621 ` 2308 , 884 1446 3164 3078 1.513' 1.$13;3.1/79 1,513 1.573 1.9/4.8,8,11764.2110, 5,2113,1 6115 1513,19148,3.1/784.?/10, 5.2/13,1= 6115 r 6115' 191403,1/7814,2,110,4, 113fi 611$ 6115 53 122 1 242 399 106 244 464 799 1137 ? 1422 1728 367 726 :1198 170$ ; 2133 2572 ` 2588 968 1598 ; 2274 2645 8429 -;3451 18 42 95 186 305 85 191 372 610 910 1298 = 286 558 915 1366 1944 ' - ' 744 1220 , 1821 2593 1,,W3 , 1.513 1.714,3 2.817 1.513 ! 1 513 ,1.714,3, 2.817 , 419,9 d8M23 6115 1.513 ;1.714.3 2.817 . 419.9 A.9112,3v*.9114.1 6115 1.714.3? 2.817 449 *91 6116' 103 205 349 89 206 410 1 8771016 , 1275 1634 310 61, . 5 1016 1524 19142336 1 2450 820 1354 2032 2549 3116 '3267 19 81 i 158 ,259 72 182 316 5197741102 243 47$ 778 1161 1653 2286 633 1037 1546 2204 ` 3024 a, ... . .. . ,.. .... 1.513 1,613.8,3516.3 1,5Ki `1.513;1,513,6,2.51{1.3.3,719,3`.71111° 6115 151311513.8:2.5153,3,71937111,771143 8115 6115 88 175 x 289 75 I 176 ' 356 t 579 : 869 1149 1551 263 526 868 1303 1723 2105 2326 ` 699 1157: 1731 2297 ' 2807 3101' N.. 2p 89 t 136 224 62139 271 445 664 945 208 407 687 996 1418 1944 543 889 l 1327 1890 2593 s _. .. ... ., ._ >... . .... a..... 1,51311573.4;2,315,6 1.5/3 , 1.5/3j1,5134i2,3156 3.418 14.4111,1i 6115 1,513;1,5/3.412.315.6,3,418.4W4111,1'S.Af13.6 6115 1.513.4'2315,6,3478.44,4111.1,5.41136 8115' 65 , 130 1 216 54 130k 260 G 431 649 0028 1497 194 ; 390 . 647 973 1393 , 1735 , 2111 520 862 ; 1297 1857 ' 2313 2815 2 1 52 102 167 48 104 1 204 334 499 710 157 306 501 748 1065 1461 408 688 ' 997 1420 1948 w. ....,... 1,513 1,513 ;t8747 1,513 x 1,513 1.513 ;1,9{97, ?,817 ,4199 ` 6115 1,513 > 1513 ;1,91+17 2,817 419,9 4,9/12,3 6115 1513 :1.9147 2917 419,9 4.9712.3 6115 99 164 98197 1 3 29#6C ; 711 :1268 146 1 298 493 744 1066 > 1453 1932 395 658: 992 1422 1937 1 2576 r. 24 79 129 80 157 267 384 547 121 236 386 578: 820 1125 314. 515 768 1094 1500 - 1 .. .. .. .. 2 1.5/3 11.613,9 1513 1 15/3 ,1.61392,315,94318.3 6115 1.513x1,513 ;1,6/39,2.315.9;3318.34.5111.3 6115 t 513 j1,673,9 2 159 331834.5111,3 6115 76 128 75 158 i 258 i 387 565 1164 112 229 383 r ; 580 833 1150 1 1747 305 $11 73 1110 ` 1533 2329 26 62 lot 63 124 202 302 430 1020 95 185 304 i 453 64$ 885 1529 241 405 € 604 860 1180 2039 1,613 i15/3.3 ' 15131,5/3 1.5193 215 ,28171,5.9114. 1.513 1 1513 ;1.5133, 215.2817113.9197'5.9/14, 1,5/3 41.513.31 215 28/71;3,9/9,75,9114, 101 58 1211 202 306 ; 441 i 1001 87 180 `s 30 61 914 1501 240 404612 ` $82 1219 ; 2001 28 49 81 51 99 162 242 344 816 76 148 243 383 517 709 ' 1224 196 324 484 68994b 1833 1,513 1.513 1.513 ; 1.513 . 1.513=1714,3124f6.15.5113. 1.513 l 15/3 r 1,613 1714.32,418.1.3.41845,5113. 1.6/3 1513 `1,714,3,2.418.1=34/8.4,5,5113, 81 95 181 246355 861 68 143. 242 36-- 38 , 1291 190 323 , 492 710 i 984 7121 w. .11 1114 I'l 30 66 80 132 197:280 , 664 82 121 198 296 .420 576 996 161 263 393 5611 ' 768 1327 1.513 1513 ; 1,513 .1,$13.712.115,35.1111 1573', 1,513' 1.573 .1,513.7;2,118,312.917,35.1112.6 15/3 i 1.513 x1,513,7;2,115.32.917,3dt112. Total Load values are limited by shear, moment or deflection equal to L1180, Total Load values are the Table values for Minimum Required Bearing Lengths are based on the allowable compression design capacity of the beam in addition tons own weight. value perpe) dicular to grain for the beam and the Total Load value shown. Other design considerations, Live Load values are limited by deflection equal to L/240. Check the local building code for other such as a weaker support material, may warrant longer bearing lengths. Table values assume that c deflection limits that may apply. support is provided across the full width of the beam. Where aLive Load value is not shown, the Total Load value will control; For 2-ply, 3-ply oro-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Table values represent the most restrictive of simple or multiple span applications, Span is measured load values. Minimum Required Bearing Lengths remain the same for any nymberof plies, centar tacsnfarof the supports, Analyze multiple span beams with the BC CALCe software if the length 1l inch members deeper than 14 inches are to be used as multiple-member beams only, of any span is less than halt the length of an adjacent span. ` This table was designed to apply to abroad range otapplications. 11 may bossible to exceed the Table values assume that lateral sup on is provided at each support and continuously along the lop limitations of this table by analyzing a specific applicat onwilh the SC CAL software. edge and applicable compressionelges of the beam. VERSA -LAM° Allowable Mailing and Design Values Bending Shear Grain Parallel to Grain Grain De sir lr. Nailing Parallel to E(x 101 psi)+'i F, psi)czrtsr Fv.nIP !) izxna Glue Lines NarrowMMM27M 2,0 3100 Face) 2150 3000 750 0.5 m._ 1.72650_,._ Studs µµVERSA 17__._ 2650 VERSA-LAMOtNailingling Parallel to Glue Cortes (Narrow F c )t1)IMP,, erpentlicutarVERSA- 1650 3000_ ._.,..750..~_.. .0.5_____ LAMB Cialumnsp - 1.8 2750 18 I 85Hmm Wide Fice) 1 This value cannot be adjusted for load duration. ` r f`C}dGtS 5. Tension value shall be multiplied by a length factor, (4/L)116 where L 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. member length [fq. Use L = 4 for members less than four feet long. 1,41800 Rimboard VERSA -LAMB VERSA -LAM# depth [in]. 1,5!16„ 1W 3W& Wider All Products Nail Size 6,C. End O.C. End O.C. End f3.G. End in) [in] IA] [in) in] [in] in) [in] Sd Box (0113 ax 2 5" 3 1"l2 2 12 Ya 2 %z v _ 3 2 3 2 w 2 1 ?_. 10d 512d Boat 128"o x3", 3.26") 3 2 3 2 1 Nailing Perpendicular toi6dBox (0.136"a 0,51 51 3 2 3 2 2 1 2 1, Glue Lines (Wide Face) 10d 8 12d Common & 4 - 3 4 3 2 2 2 Nailing Notes 16d llt t81 . ii 1!l "0 X ' _ A 1) For 1%" thickness and greater, 2 rows 16d Common 0,162"6 x 3.5" 6 4 2 M nails (such as for a metal strap) are allowed (use h" minimum offset between Offset and stagger nail rows from floor sheathing and wall sole plate, rows and stagger nails). Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA- LAMOI'VERSA- RIM 0. Use nails as specified by Simpson Strong -Tie. VER, -L M6 Design Values Allowable Attowable Moment Allowable Allowable Moment Width Depth We ht Shear Moment of Inertia Width Depth Weight Shear' Moment of Inertia Grade., !n] !nL . IbA .. Ibj f141 a w_ in'L .w_ Grade' in in Ib/ft Ib ft lb tn 3/2 1.5 998 776 5.4 5% 8.0 5237 6830 63.3 5'l:µ2.4 1568 1821 20.8 5% 8.4 5486 7457 72.8 7% 11.0 7232 ' 12566 166.7 7% 3.2 2066 3069 47.6 W- µ v ~6._ 3_ 0'/a 141 9227 ' 19908 346. 3 1, 8tt 3_'%x 1_164 1058 1829 2486 24. 3 9l 14.5 9476 20837 375. 1 3.7 24?1 _ 4189 ;55.6 11% " 17.1 11222'' 28814 622. 9 569 9'. 4.7 3076 6636_ 115.4 11% 18.1 11845: 31913 732. 6 9% 4.8 3159 6979 125 0 a_ 8 14 21.3 13965 43552 '1200. 5 1% 11%. 5.7 3741 9605 20_7.6 c' 3946 1_0638 244.2 c? 16 24,4 15960 56046 1792. 0 14 7T 4655 400.2 0 18 27.4 17955 70011 2551.5 1_ 4517 16 8.1 - 5320 18682 597 3 20 30.4 19650 85428 330070 e 18 91 5985 23337 850 5 24 36.5 23940 1201"49 6048. 0 Elasticity__ Bending Shear Grain Parallel to Grain Grain De sir lr. est n Proper# _ _ Grade V E(x 101 psi)+'i F, psi)czrtsr Fv. nIP !)izxna Ft { g iisi (i?s za .,, .,Ips+i silt" )(6) SG w VERSA -LAM -Beams 2. 0 3100mm VERSA- LAMe 2,0 3100 285 2150 3000 750 0. 5 m._ 1.72650_,._ Studs µµVERSA 17__._ 2650 285 1650 3000_ ._.,..750..~_.. .0. 5_____ LAMB Cialumnsp - 1.8 2750 18 2750 A 85Hmm 1825 _.,__ 3000 W 750x _ 0, 5 1 This value cannot be adjusted for load duration. ` 5. Tension value shall be multiplied by a length factor, (4/L)116 where L 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. member length [fq. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (1214)" where d - member 6. Stress applied parallel to theigluelines. 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 VERSA -L M° 1.8 2750 Columns r. ... .. A cY WA lsC) Load kb 6C 3,1/2"x31/'., 3%"x4%" 3%"x6'4' 3%"x6%". a.' tt 31/ x7a 140°/a 115%5% f 00°l0 115% 1255% 100% 1 115% 5 0 100% 115% 125% i00% 115% i 125°/u 4 15,265 16 750 17,650 19100 ' 20 950 22 470 22 920 , 25150T26,500 24 020 26 350 1. 27 770 30,579 33 545 35.34.5.. 5 .. 1 830. ,.13 7704 920 16 004 € 17 220 17 910 19 260 20 67021 r5Q5 20185 ;1,80 ' 22 530 k25690 27,580 1 28,680 6 10 580 11 190 11 540 13240 t, 13 990 14 440 15,890 , 16..- r 17 335 16,645 17,605 16,165 21,190 22,410 i 2312q 7 8,745 r 9,166'- 9 404 10 940 11 4fi0 11,780 13130 13 7$0 14120 13 755 14 410 14,795 17,51 18,350 } 18,835 8 7,295 7 590 7 765 9,120 1 9,49"0"_111_ 119,171116'- 111 10 950 s 11 400 [ 11660 11.475 f 11,945 1 12,215 _ __14610 15,210 15,555 9 6,156 6,375 6,500 7 700 7 970 i 130 9 245 1. 9 575 i, y 9,765- 111 9 685 ; 10 030 10,230 12,330 12 770 ' 13 025 10 S 250 5 415 5 510 6 570 1 6,770 6,8k- y 7 f)85 8135 ' 8,290 8 260 ; 8 525 1 8 675 100 10 520 1 10 850 i 11 040 11 4 525 4655 4 738 5, 660 5 820 S 910 6795 1 6 990 1 ' 7120 7,325 1 7,440 9,065 9,325 9,475 1? 32035 4040 ` 4,096 4,920 1 5,060 5120 5 910 ' 6,065 6150 6195 1 6 355 l 6 445 7 885 8 090 8 210 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 1 7 080 7,175 14 r 3,050 3,120 3155 8,820 t 3,900 3,950 4,585 4 885 4,740 4 805 , 4.405 ' ; 4,965 6,115 6,250 f 6,325i 3%" x 71114" 61/4' x 511." 61/4 x 6%" 61/4" x 7"' 51/4' x 71/x" 100% 1 115% , 125% 100% 115% 125% 100% 115% 125% 100% 115% 1 125% 100% 4 115% 125% 4 31 670 '€ 34 750 36,625 w 5 26 615 28 560 29 705 v 6 21950 23 21623 950 34,355 1 37,695 39,715 36,010 1 39,495 1 41610 7 w., 18140 1 19,005 , 19,505 30,700 1 33,170 34,625 w 32,165 i 34,750 ' 36,280 1 15135 15,7 55 16,110 27,046" I'll 28 910 29 975 T i 28 390 1 30 295 1 31,405 36,160 38,590 1 40,000 k 37,450 39,966 41420 12,7'70 13 225 1 13 490 23 8 5 25 '180 . 25 9 24 950 t 26 385 27 220 - 31,770 ' 33 600 i 34 670 32 310 34 800 t 35 910 10 10895 ; 11290 1 11,440 20,950 22,006 22,620 21,950 23, 060 23 700 27 950 29 360 34190 , 28 960 30 420 31260 f 11 9,590 t 9,660 1 9,810 18500 1 19,340 1 19,820 19,385 20; 20260i77024,690 25,81 , 26,450 25 570 26,720 27,400 12 8170 i 8 980 2 8,500 16,420 17,085 17,475 17,200 17,910) 18 305 21,910 22 800 1 23,320 22,690 { 23,620 24,150 13 7 165 7,335 7 430 14 640 }„ 15 85 15 500 e 15,340 15 910 r 16 240 19,540 i 20 270 1 20 680 20 230 20,990 21,430 14 6 335 6,470 1 6550 13120 13,570 13 830 13 750 , 14220 ' 14490 *"'6f0 18110 18,460 18,140 18,760 19,110 15 0 ' 12,195 12,405 r 12,385 ` 12,775 i 13,060" 15 770 1 16,270 ' 15 560 16 330 16 850 17,15'0' 16 10 690 11 045 11,185 11200 11 530 11 720 14 270 141390 14 784 15,210E 16,460 9,715 1 9.080 1 10,135 14,930 10180 i 10 460„ 1 14,620 12 980 13,320 13,520 w 13,420 13,790 1 14,010 21S8884L..... 9 220 v 9 285 .9,525 9,660 11 820 12130 x 12 300 12,560 12,740 19 8110 8,310 i 8,420 12,280 8 500 8705 z 8,825 10 820 ; 090 11,240 11210 11480 11,640 20 7,455 7,625 E 7,720 11 M m w.. . 7,810 1 7,990 E 8,090 9,950 10,170 10 30010 t 300 10 540 10 670 21 6 870u 7,020 7,106 7195 i 7355 7 445 9170 9370 8480 9490 { 9,700 9,820 22 t i i i Alltwlplatn tnsses Notes 1); Table assumes that the column is braced at column ends only, Effective Modulus of Elasticity: E _ 1.8 x 100 psi column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used Bending: Parallel to Gluelines (Beam): Fb = 2750*(12/d)1I9 psi in dry service conditions. Contact project's design professional of record Per to Gluelines (Plank): F 2500' 12/d "I9Perp ( ) x ( ) or Boise Cascada EWP Engineering for multi -piece column design. n psi 3); Allowable loads are based on an eccentricity value equal to 0,167 Compression Parallel to Grain: Feu = 3000 psi multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design Compression Perpendicular to Grain: provisions of the National design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial Parallel to Gluelines (Beam): Feu =`750 psi ` loads, see provisions of NDS, 2005 edition, Perp to Gluelines (Plank). FC.L 450 psi 5) Load values are not shown for short lents due to loads exceeding common connector capacities. Load va ues are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS).; Tension Parallel to Crain: Ft = 1650 psi 6) Lateral loads (wind loading) are not considered in this table, ti Allowable Design Values Compression Modulus of Horizontal Bending Parallel to gain Elasticity Shear Product Fr [Psi] Fe [psi] E [psi] F„ [psi] Ti,{ Spry e,PineFir (North) # 1 / 2 Crane 875 d_ e. 1150 1,400,000 135 He-m-air2Grath 860... a3d 4 0..,,,,,.,... 1,800,060'' 150 Western Woods # 2 Grade >675 900 1,00- 000 135 Notes: Design values are for loads applied to the narrow face of the studs. Repetitive member and size factors have not been applied. Dimension lumber values taken from from 2012 NDS Supplement: For further design information, please see VERSA -STUD 1,7 2650 Design Values for Wood Construction (per 2012 IBC/IRC); Eastern Tall Wall Guide. 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Thus BC CALC" is the only program To Download BC CALC i needed to analyze structural wood members. tps:llwtw bcn ect N Kadtt gt d BC CALC" free of unity since 1994. 4TS MS Windows", along with an tions regarding BC CALC", mail EWPCupport@BC,com, hcd ployedinde ,htrn T 1 9.: z7 RMR M14 4 laMe 1tl+e W mw MM AxMa:: gLF '. i'SA. a 35v lttl4 q xwrR'sA 1 xs1 ue wxa11 ra wr Al # t#r 3i 11@`t*+Y ee WY51W a+0Ab,Jltlt h.'d lf,t1 , arf lx (xA1F°.1+xppnR.. R^S d UC .Kms#.1'3Y"ag6ro.`,waw,Rws lia'a?9P IiMtY bMIK , exai" i x q M2# Y00iM'M9FzT}'4AN11 — iy"'" yeudlW iRde i,atWw.+"xU =+R t 3w R*refi !'a,t{„7 Um >`k dk1t 41^.:'..+7iR 3$ ; A"fiiXt"d v q 41#t0.'o-v'p' R§1 '!P S'l i$t e'v. ti4`#43fE h9ri mkp W +w1 u,MewaM NM{R.'d.€.g ze+yt hl}NM a,}'Rr7 w*,vr` i i}INB Cl1 WAa+p+#1I,:1 xRk 3tt t7,XdFiMnM k FKS41'W 2F `K"11ti44 Y dwR N:3b Y FR`Y #x`W !.*1,1 i81kvRq eM+i#'. Kadtt gt d BC CALC" free of unity since 1994. 4TS MS Windows", along with an tions regarding BC CALC", mail EWPCupport@BC,com, hcd ployedinde ,htrn T 1 9.: z7 RMR M14 4 laMe 1tl+e W mw MM AxMa:: gLF '. i'SA. a 35v lttl4 q xwrR'sA 1 xs1 ue wxa11 ra wr Al # t#r 3i 11@`t*+Y ee WY51W a+0Ab,Jltlt h.'d lf,t1 , arf lx (xA1F°.1+xppnR.. R^S d UC .Kms#.1'3Y"ag6ro.`,waw,Rws lia'a?9P IiMtY bMIK , exai" i x q M2# Y00iM'M9FzT}'4AN11 — iy"'" yeudlW iRde i,atWw.+"xU =+R t 3w R*refi !'a,t{„7 Um >`k dk1t 41^.:'..+7iR ra .ag11i'AtB M`R>x*NYW ppt1#+w h,U#{4s#111 kn}uS1Y1 slyL A"fiiXt"d v q 41#t0.'o-v'p' R§1 '!P S'l i$t e'v. ti4`#43fE h9ri mkp W +w1 u,MewaM NM{R.'d.€.g ze+yt hl}NM a,}'Rr7 w*,vr` p:14&xMEl-1fA'• 'd#i7}ba%'A'Fs i}INB Cl1 WAa+p+#1I,:1 xRk 3tt t7,XdFiMnM 1Y.,R+F. +d FdY,AM FKS41'W 2F `K"11ti44 MANN. Hnc+M`•V!M#VLw dwR N:3b Y FR`Y #x`W !.*1,1 i81kvRq eM+i#'. I D7 ire PoinnectQrs -,Simpson ,Strang -Tie w i!!t3 Joist 6Cls Hanger tpa ity 109_; .. dost BCIe HanOerapapcYai118 . L.. Ca, t m L41 tt . _v 45g0s IUS1.81195 95? x„ 8-10d 45005 jURIL1 Q 19 1061 J2. 6d. 2-10dxll/"" q,/„ 50QQs IUS2 OBl9 g50 8 10d 5000s SUR/L2. q/ 1097 14g r2 i0d 1'1 h4 60005 I(S2.37/9.5 950 Od 60OOs SUR/1'2,3719 1343 1 '__4---_16d ;z2-10WIN' 6500_ IUS2.5619.5 950 8-10d 65005 S1 R%4, 6615 1343 1416d 2-1prJx1'/ 450Os 1($1.61/11 88 1j8b 10 i0ti 45005 511RIL181111 1306 j416d ,x210dx1'//" sagOslUS2.06111,88101Qd &00N SUR/L2 06/11 1350 i 1Ad 21pdx1"/,y fiQClps IUS2.37111.66 1185 90=1Dd _ 11'/s" 6000s SUR L2 1385f 1616d '210dx11W 65a0s IUS2.56/11,t38 1185_ 101Qd 65005 SQt2tLz 55111 1365 W 16 16d,. m2 jOdx1'/" 60_+, IUS2,37/1188 1185 10.104 Eos SURL2371j1 1365 16,164 2.104x1'/' 905 1($3.56611 66 140 12-1 pd Bps€i I a 1906, 14 i,6d, 2 104x1'/ 4500s _IUS1.81/14 _1120 12-1Dd 45005 SURItj 81114 1675 20„-16c1 2.10dx1'/'„ 5000s 1(S2_06/14 1420 ,12.1 Od 50005 WR%LZ 06111 1693 18-164 2„104x1/ 14„ 600 1l $ ,37114. 1 0 12=104, 14” O000s StlIjC1 371+1 , 1653 18,154, _Z_j dxl"!a' 65QOs IU$2.56/14 „142q 121Qtl-1Qtl 650p5 SURIlL2.56114 1693 18164, 2,104x1"/ 6Qs lUS2.37114, 1420,_ 12-10d 60s , SUR1L2.37114 1693 18 16,4 _2 104x1'/ w s 1U 356/14, 14 0 12-1Otl-10tl 9os / r 1t d5p... tb 1Sd 21i?dXl'/ 45QOs IUSLE1/16 .16 0_ 14-10c 450oi 5{r7€¥ , y a 1667 20164 210diil"/' 5Qo0s IUS2,06/16 j66O _14104 5000s ?2cr '.f 1920 16164 21gdx1 16 60(1,0_ IUS2.37/16 185D _14 16„' 60005 /;3ai X 3" 192A 18.16d 2 10dxl',V' 650Ds Il 2.b6/16 _16 0...14-10d 65005 t,? r t 192D 181fd...21Odu1"/'_ 60s, , IIl,S,737116 16 0 14-10tl 605 P' 7t€at 192p 1B.1 d 2 10dx1'/ 1425 14-10t"d 905 StPAyr +1 228Q ' 18-164 2-10 x1'/ Wt U IM III LSSU BCie Hanger 613—a 1 foist BC1e Hanger Capaci y Via! a t 2iDcixi"/" 45005 4 aV 5 3Q5 16-16d 2-10611'.,v 45005 L '/71 995 9 -lett 7-1pdx11 2_tOdxly/" ,/,SOOOs R" 1 X305 _ _16-1¢d 2-1061'/'.. SQOQs d r " 06 995 910d 710dx1? ' 104x1/" 6p0{ls # 47u9 x' 45,... 16-164 1Q IX /„ s/, 60005 INS167173f- s 0-ifltl 7-1adx12-104x1 6500s i5t 3 w.Zj45__j,6-16d 2-1 x1?/,r 6&6 s L5 °' r r' 1425 14rlild 7104x1"/" 2.121dx11"- tlgs &vu,,.5 1 148_016d 2.10 x1/ 21bdx1^/ 50005 M11 -4,111/1d ?660 0-16d 2-jQdsj"f 45A0s _ L`SU ,5 995 ' 9-1 Od 710dxlW' 210dx1W 6000s iMLLi 17511 2680 2p 164 2 1Qdx1 4' SOOOs r ' O 995 9 10tl / 1_04x1'4 2-1'odxl"/„ 11/a 65005 11 5f2.'1j_ 680 ,20-16d 210dx 1tW 11'Ja 60005 h: SO"'Is 995 9-1 Od 710dx1'/2° 2.104x1"/" 65s Ml(4711, 2f 00 20-164 2-1Adx1'la""_ 65005 s SWN,110 1475 s 14-10d 710dx1 21Odx1"h 90B' __ nHW, 11-2 3275 22-16tl 2-10dxl'h" 60s LSAH15 995 9-1 Od 7.104x1"/`' 2-1pzhti'l" A5QOs JL 5si i,4 9170 22 16i; 2 10th 1'1 ; _905 h L133 1625 1+1 144 12 10dx11A- 2104x1'/ 600Q UYt .y , 617 ^Z,2Akd 21Qi1it1"/° 1bApsl a t" 99b 910d 10dx1'/" 21Odx11" 6tb00srra14.7K f1 31711 22-16d 2.104x11%" 50005L6J5 1 @95 9-1 Od 710dxt'/ 2104x1"/' 14 65Q -s y'tts //a?1 317D 2"164 21t?dx1'/ 50005 _ tZ 995 91Od 7104x1'/" 2 tOdxt'/'' 6Qs MIll4 T6114 27Qp 22.164 2 144x1'/ 14 6500s L Sx.'/r, 10 1600. 14.104 7-10dx1'/" 2=104x1'/° 905 HU414.1 987pr 251164 21p x1 _ a 2-tQdx1'/" 95005 Pf1 t _5trll 3455 24-tsd 2-104x1"/" 605 tSSU1 o 995 '' 910d 710dx1W 500Ds tbtt f *>4t1 3455 2416d14t1x1'F 905 11/44=1'' 1625 1A-104 12-10dx1'h'1 21Odx1'/6000s _itt/4 7:516 3455 24-16d2 104x1'/"' 2 70 x11/ar" 16 65_005 RJi, 12,116 3455 24 164 2 104x1"/' 2104x1"/'6Oac MIU4.75/16 _7?5m 24164_ 2-10dx1 " ti:" Rv mw€ixrfoati"ztr or, 42104x1'/" 606 HV41-2 3760 26-16d 2w1061W CO ss$,r5t son cr rti il, M a s a. 31 1-800-S99-6099 or visit thei wtebsim at r 1k11+S^Y f.a YsS#t ii.c,'CSdFI General Natesnts"wo muk Capacities will ver with different nailing criteria andlor support oondtions;conla supplier or Simpson Strong -Tie for further Information. ' VPA 51 Caoacity values shown are either Banner canacity values charoisi" Jost BCI Hanger bapsellygt Top Plate w Railer see support requirements below) or BCIeJoist end reaction capacities --whichever Is less. Od 2104x1 /" h 45005 LSSU12 9, 9-1 Qd' 710dx1/s' All capacity values are downward loads at 100% load duration. Qd 2-104x1%" q,—OOs L$SU2;06 99b 9104 71Odx1!h" Use sloped seat hangers and beveled stiffenerswhen 6CleJoistslopeaxcaedsYVper foot. ' Od 2 1Odx11 6000s LSSU13S 995 9-10d: 7-10dx1'1W Leave 'k" clearance (%` maximum) between the end of the Od 210dxl'/" 6500s LSSUH310 1425 14-104 710dxl'N' supported joist and the head of the hanger. Od 2 10.4x1 h" 45005 LSSU125 995 9-1 Od 7-10dx1IF At max design aapaoliy shown, hangers may exceed standard s' deflection lla % Od 21Odx11/' 5000s L5SUZ06 995 910d 71061W by For proper installation of the UAA,the i2 -104x13" joistnails - Od110dx11/„ 9Lq_q111b LSSUI35 995 910d 71_04x11/ through the bend talcs must be installed at approximately a 450d1_04x1"/" 65005 LSSUH 310 1475 1A 104 71pilXti degree angle. Od 2104x1 h" 605 LSSUI35 995 9 1Od 7104x1 Support Requirements Qd 2-104x1'/z' 9Os L uSUA1 O w _. 1625 1A 104 121 Odx11/" Support material aaarumstl to be Boise Casoaolir structural Od 2-104x1'/'" 45005 ISSUl254 995W 9-iQd," 7-14dx1'l"% composite lumber orsawnlumber (Douglas fir orsouthem 0d 2 10tlx1^lz" 5'_000_'___ l $SU2;06 995 9 10d 71 Odx1 F 44 Rihe spe supportMinimumsuntortwidth for single- and double joist ion mountupe 04 210dxf'/' 60_08514 LSSUI36 995 04 710dx1'h _ hangars is 3", Od 21 hixl'/ 650or LS_SUH310 1600 14104' 71pdx1'f Minimum support width for face mount hangerswith 10d and Od 21Odx11/" 605 ` LSSUI35 095' 9 104 7 104x1"f' 16d nails is 1A/V and 2", respectively. Od 2-1'04x1'/" 90s, LSSU916 1625 14-1 Od 12-10'dx11W Frnminn r.nnni tnrc - I IRP Rtninbiml ( ..nnnizr tnrc I TF1 ° THF SKH Joist BCIa Hanger Capaeity . _ Joisf BCI Hanger a act[y L M J61it BCIa HangerDepth[ _ r !fDepth 45008 _TM417850 993 6 10d 2 106Th" 4500s THF17925 810) 8)1gd„ 2)10d "h_` 45figs tCNf7' OGtF? 1153 114)10d flpjj0Odx1"h' 5QQQs TFL209S 993 6 10d 2 10dx1"h" , 5QOgs THF20925 910 µ { 1pd; {2)1gdx11la " „ NQPs Sd{FP20 #? IF2 1153 {14 104 (1' 1ddx1ir5" 6QO0s TFL395 1225 _ 6144 210dx1h" 6000& ;;THF23825 _ 1275. 12 1fld{ (211Qdx1'S" 8h 6Q00 lii320i111 , 1384 14104. 10 iDdx1' h" 8600s r TFL2595 , 1225 6 1Ud 2 10c1x1"!" 650gs THF26925.. 1275; 12 104 {g.),10dx1,' 6500s XR 2,60- 1384 1 iQd 10 10dx11 450gs JR:Q:j1T118 _ 1068 (6) 10d 2 10dx1"' 4500s TMF1711 910 ' 8 ,10d 2)111dx11h" 4500& t{tfS;2?d lFt 1434 16 104 {1Q 10dxi" h" 5400& TFL20118 1Q68 j611t?d {2 10dx11 5040& THF20112 91D, 8T,10d' 2 1,Ddxijf" 50t Os , ttl id2 dla 143A (16110d 10 10dx1W 11'la" 6004s TFL23118 _1237 6 10d 210dXih „ 600Ds THF23118 ..e_1304. f14 0d' {2)10dx15 6000& S?C23ktiL,9n' i434 (16)104 f10) 1Odx1Fs 650015 TL251t$ ,_, 1297 m_ 6 10 2 10dx1ils" 11 fe 65005 'THF26112. 1300 14 1i1d'_21Qtix1'4' 1118 6b00s 9iftd232tlt 113 1434 1610 10f10dx1yh" 50 TF12,3119 _13? J6)14d 21Dt7x1'h" 605'THF23118 13t Q`__ 11104 2iDdx1Y' 60s ,5itd2t?tJ 1434 11X)4 10101x1" f" 9Qs THQ35118 1589 10 iDd_f2)_10dx1"h'" 9ps THF35112 1612 {16)10d;f2)igdX1"h BDs S)€i4i0L1f2 1900 f166d _.j10) 16c1 45gQs TFL1714 _. 1325_ 6 10d 2)10dx11C Os ' THF1711 1D75 12 10TMd 2 104x1"4, 4udDs KU1724L1 156 (16)104 j10)10d)6: 1: 50Qps _ TF12014._ 1081 _ 61104 ddx1W5000& 7HF201 1Ql 1 (12 _d 2 10dxIX5o00s A#2t124ttIFi 1562 16)1Qd f10 dx11h 14 54-74 7FL2314_ ,1262 6 1Rd l 1.Odxt`A" 1 „ 6000& vTHF23140 1350 , 18 144 2 1pdx1"l' fi00t?s S ? 1244Iit 1562 (16,)104 .L 01104x TFL2Si4µ6)100" 2JjQdxih 6500& iHF2614q__ ,1350 18 104 221gdx1?lz, 14" 6500& iC#i224t112 1562 16)104 1Q) 1Ddx11'" 608 TFL2914 126262 _ 6 1Qd {2 1Dtlx1'h"„ 608_ ;THF23140 1350 _ (18 1Qd' (2)704x1"la" 605 SdCt125a4dJd 1562 16 104 1pj10dx1" ix° m_ _90s , THp35140d , _1625. 12 104 f 10tlx1'h"h° 90sw THF35140 __. 1050' (2b 1t7d (21104x114 .w9gsM 6t%iti t 2850 (2271¢4 .i10 I6d 4500& TF41716 __1081 _(6)104 ,JJ10dx1"1z" 45005 THF17157 1475 2A 104 2 igdX1!f' 45008 Sift9fT34111 169p6 104 _(10) 1Qdx11h" 5000& TF,L2Q16 1487 6 10d f210dx1"h" 5004& iTHF20157 , _1465 (2a)14d 2t0dxtl' 54oQs S)tib?0lil i 1562 i6,iiltl f10)1Qdx1' h" 16" 640Qs v. TFL2316 1268 f6Z1Od 2 104x1'1 i6 6000& THF2316f1,_ 1362 t {22 1,Od _(2),1,Udx1"fe'; figp05 _26C1f"324L1F2 ' 169p i:G).10d (10)iDdx1' 1 6_q4 «TFL2516 1268 6 10d 2 1Odx1" " 6500& THF26160 _M 13622 22 104 210cix1"S„' 16 &5008 5d( ti52dLtF2 1690 j15f10d 10 1,Odx1' h' 60s TF12316 LL 1268 6 1OdJ2J10dx1"h" 60s._ THF23160 13q (22)iQd j2 1Odxi'4” 6Gs_ 36dP232 L1ti :1690 (1.6)104 1010clXui" l" 90' 5160 1660 12 104 2 i0tlx1"h" 90s iT-351$7 1687' 2 1bd 210 x1 90s ti tdL 2 50 22 i6d ` 1016d THQ Double BPH THF Double HD LSSH DistItBCI"t Manger m tt y mm Jr isi BCIa Hanger apathy dist BCIsHanger Depth 4500& TM036,950 245b._ 10 1Dd 2 104x1"h" 4540& THF35925 1370 12) 1 t2 11 9"h, 500Qs 7N5 000 2 233D 10 1w6d(6 104 9 " 50flOs -W-F949-0— __ 1390_ 12 104 { 1 pd - 60_005 iti0s5i 2 w_2825 10 16tl _ f6)r14d 6D005 7fiF23925 2 1625 14 10d (6)1gd ` 1 - 4 650pst302550 2 2825 10) 16d 61104 650fls 7NF25925A2 1390 121 10(1 {6)1gd ._,. 1..x 10 t0 7 4)X A500Ms TM035118 W'2050 10 104 2 104x1"4" 4500s TMF351121 182511§1t Od 2 10dx1ih'. f 1 1dx 5404& 7FtA kl%2 233(1 10 164_ (6) 10d 50(10& T#iF20f92 1855 f1s lod; (_6)104 10 Lfi 11% 6Q(LittQ?aa$i0"% 2 164 6 100 11'le" §oq0 .1H tt82 1855 16 104 :1Qd:.. 11 /e 4 " 1 4 6500 Td1 t2619 22 2925 _ 10)16d (6 1Od 6500& TOV1511bg 1855 16 10d 60s iifi3918 ._ 3212 _ (10,),16d j6)10d 60s TiiF2tt8 2 1855 16 1pd (61104 6_ 124 L6Sl „ 9_O BP871118 3455 1Q 164, _, (6y10d 9qs Oti3712C! 2255 76 164, 44 1 _L. 1 16) 1fld a500s TH435140 JS1_ 5 .M (12)1od , 2 1gdxllrg A500s 'THF3514D 232q 16 10d 21104x1"/.,. 6 0 ..w ;Q 5Q0tls TN 2t7t 0 2 _ 2330_ {10 16d (6 iQc 50fl05 LHF2AICO-Z 23220 gT10d (631Dd_;;_ 1A" 4 L 1 10 ' 7 1Qx' " 1A 6000s TifC12"ai402 3350_ 12 164 (6114 14„ 6000& riF23t4" 25A0 20)10d. _(6L1Dd, .. 3 _ X11 L4 1 1 9 6500& TtitJ25140 22 3350 f12)16d _ 1 miOd 65o0s 7#tF 59dt}-2 250D 2D)10d (6 IOd _ _ 3 _. ` J : _ (8 ! Q ?" bps 1t3D231 ti 2 3535 1211 4 . 6 104 60s I'Hf23?4A.2 2540 l2115d f6 1qd 10 7 0 sy90sBPti711434551016d610480sH671428204116d' f§10d _. A5p4s ildt?3d9e70 2309 _ 12j _,(2a10dx1"h 4500& THF17157-2 2425 {22)10d' 2„)10dxl, 16"' 5000s TH020160 2 g 3Q_. 10) i6d j6) 1Gd r 50000& i 4443€ _ t 1 2(]' 16 60gOs Fdtt?2,3100 2 3137 _. 12)16d 6Z1Od jr,E 6000& THF23160-2 305q 24 1Qd (6) 104 65008 X432-1#0 2 3131 12 164 _8 1Ad 65005 tiF251 f? 2 3000 f24 iOd (6) 104 + SR i TNS 12)164 _ U 144 64s _F33180 2 3050* i4d .a t6 10d _. For more information, 9 1 455 10 16d 6 1:Od 0s 11718±1 5 4164 81 Al STRUCTURAL contact a• e a n s CONNECTORS' USP Structuml Connectors ntmw.nv wnmsctx xrrv: Nh : at 1-800-328-5934 or General Notes www.uspconnectors. com Sold italic hungers required arab stiffeners. Capacities will vary with different nailing criteria andlor MS TMP support conditions: contact supplier or USP Structural Jo1si BCIs Hanger _. adiiy w Jo1st BCIa 'Han Hanger ! 2e aoity'ekgtS Connectors for further information, DO*8 1 r 1_ g ,pl to ftafler : -Capacity values shown are either hanger capacity values 4 s "" P 176 6 1 l' lid 1 (see support requirementsbelow) or BC16 Joist end 440 8,ha zOQOs TutP21 1125 t 4 10dx reaction capacities --whichever is lass 448 404, ?',_ 1275. 6 1 iQ i All capacity values are downward loads at 100% load 4 __?M.P2 1276 8 144.. '' duration. 4. _ 45O s TMP5 w 1t5q 6 1Qd.. 4 14 x_ Usesloped seat hangers and beveled web stiffenerswhen95040& T?21 z 1 4' id_ 4 tA1 e 444202 1d ._ 19, 'G" 60g4 ; IMP, 192:* 0 100410dat1+" BCi Joist slopeeXeaedS/,' perfoot. 111:" t Ile Leave hs" clearance (1/8" maximum between the endof6 [_1 65 s TM.B 4A__.0d 41OC12U. 1 the supported joist and the head of thehangar. 64 , 6 1 41.0 i 0 _ MP23 4 104 14 1h" q,4aW 952 62 1p 61 d 9os M 4 1 Q _ 10 414dxf ` For BClaJoist applications, consult USP for capacity 54.0 ) 10 _ 6 ?Qd 41 _ _ 44Qs Ta 11 14dm 4 14dxr reduction. 5844 5 Os . TMP21_U 1 90 6 A 19 Support Ro uiromonts 0 2 15 104 410 z1r 6 s TMP23 1 25 _ 6 ,10 404x1" ' 14" 6.06 14" X40 t . T . w 1525 6 1, d 0pxi Support material assumed to be Boise Cascade 64 15 0 ._ 101 ._ A 104 1'ci IQs ' 3 1 8 6 1 1, structural campos)te iumker orsawn lumber 44 „ _ r , 4 18?Om... _14 4?4 X1 (Douglas fir or southern pine species). 4:64 X22 1668 (6 1od ( 104: 1"' 4„500,12[Jv1P175 1 X1.54 _ 4d„ g 1Q x1 Minimum support width for single- and double -joist top 444 - 0 TM,P21129,Q ;, 144 4.14. x1 mount hangers is 3"; (1'h"' for THC hangers). 940 14168 104 441 ' _ ' 6 0 TM 2 ,, 1; 80 10 10 1 Minimum support width for face mount hangers with 10d 11, e_ 16" L@ 1Qd .410d16"' 4s e P25 154_ 4 4 _ and 16d nails 1s 11/," and 2", respectively. 6R4 2_ 1 d x411+„65, 0. 0._ 154 1 1101 4 .." ti has a proven track record of providing ducts and a nationwide building materials vork for our customers, helping them to wn businesses, Engineered Wood Products build ith stronger, stiffer floors using Lifetime Guaranteed Jin compliance with e number of rograms. Take a moment to view our it lification site at http;t! ,(vv bo, om/I{s Bois arcade &ia rants its f 011 Joist, r it icatioh-audits/ or view our green ii,ii f V,MLA Utz, , and .tUOIS` prrduos : ; V,: v bc.comlinstl 1. i1 'to Comply with our specifications, to be 1 i. i g tr frotU defects material tf Jt t afianship, t'i' Engineered Wood Products h America can now be ordered aind to meet or exceed out performance 3 t t i , s Of the it f ? t end expected a il. Custody (COC) certified, enabling i" l or' p fife l achieve LEEDO points under U.S. 1 i., ctrl to , when . rf4r tl stored, I stalled Ii CouncilO residential and commercial u used according to our Installation Guide, 1k rograms including LEC for Homes ew Construction. Boise Cascade cd Products are available as PEFCO Chain ified, SFIO Chain-of-Custody certified and ing certified, as well as NAHB Research pproved, enabling homebuilders to also If in doubt, askl ilding points through the National Green For the closest rd. Boise Cascade EWP distributor/support Center, call IN-A-CIRCLE, BCI, BC CALL; BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING ZSA-LAM, VERSA-RIM, VERSA-STRAND, and VERSA-STUD are trademarks of Boise Casoade Company or its affiliates, For information about Boise Cascade' Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www. earn Boise Cascade Engineered Wood Products Great products are only the beginning.0 luted, call 1-800-232-4788 Copyright 0 Boise Cascade food Products, L.L.C. 2014 E5G 04120r5 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: WP0111 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods f Project Name: WP0111 Model: 2406 Tampa, FL 33610-4115 Lot/Block: 111 Subdivision: Wyndham Preserves Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014frP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-]0 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 22 individual, dated 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. ISeal# ITruss Name I Date No. ISeal# ITruss Name I Date I A1A Al B A4 i8 1 T12667467 IAM 112/6/17 19 I T12667468 IAM 1 112/6/17 10 1T12667469 1131 112/6/17 11 !T12667470 !B2 _ I 2/6/17 _ il2___ iT12667471 163 112/6/17 J 13 T12667472 ! B4 12/6/17 J 14 T12667473 ; B5 12/6/17 , 1151T12667474 1 B6 112/6/17 __J 116 T12667475 ;C 112/6/17 117 _ 312667476 1CG 112/6/17 12/6/17 ; 12/6/17 BUILD/, G' SANFORD FAgR 17-3748 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIfrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIfTPI 1, Chapter 2. PSI A'1q 6'. r0 C, E /V No 39380 0: STATE OF:4u Z. 1111111 Thomas A Albanl PE No.39380 Mrrek USA, Inc. R Cert 6634 6904 Parke East Blvd. Tampa R 33610 Date: December 6,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Ory Ply building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing WOW 3x8 fabnrabon, storage, delivery, eredron and bracing of trusses and truss systems, see ANSVTPII Owlity Criteria, OSO-e9 and SCSI Building Component 712667480 WP0117 t At Hip 1 1 22 5 6 Job Reference (ootionan oinmers r us Qurce, i empa, nem vhy, nunae oaaw r o+v a nue io cu n mn en muuamea, mc. rrw uec w --u reae ID:ECa84dD_FaL 2b8bRaQyPDysCZ9-REOPDVPG7aMiPpd7VVnVDrD19oP9vXWpgDZQRnh,, 7-5 104 1744 21-0-0 27-7.12 32 -11 38-0-0 39-0.0 1 0 0 5-75 4-9-0 6.7-12 4 0-0 6.7.12 4-9-0 5 7-5 1-0.0 Scale = 168 1 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. I in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0 82 Vert(LL) -0.19 15-17 >999 240 I MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.56 15.17 >809 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.24 Horz(TL) 0.17 13 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight- 213 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at mhdpt 6-18.8-18, 9-17 SLIDER Left 20 SP No.3 3-0-2, Right 20 SP No.3 3-0-2 REACTIONS. (Ib/size) 2=1460/0-3-8,13=1460/0-3-8 Max Horz 2=1D4(LC 12) Max Upllft2=375(LC 12), 13=-375(LC 13) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2 -3= -2703/1207,3 -4=-2631/1214,4-5=-2543/1194,5-6=-2462/1196,6-21=-1988/1004, 7 -21= -191(/1023,7 -8=1772/1013,8-22=-1910/1023,9-22=-1987/1004,9-10=-2463/1196, 10.11=-2544/1195,11-12=-2631/1214,12-13=-2703/1207 BOT CHORD 2-20=11028/2363,119-20=-97M261, 118-119=9711/22611,117-118=455/1771, 116-117=958/2261,115-116=958/2261, 13-15=1014/2363 WEBS 6-20=-23/330, 6-18=-622/374, 7-18=-201/472, 8.17=-181/475, 9-17=-623/374, 9-15=-23/331 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15R; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9.10 to 17-D-0, Exterior(2) 17-0-0 to 21-D-0, Interior(() 26-4-8 to 39.0.0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=375, 13=375. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fait' model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building Component. The suitability and use of this Component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parks East Blvd. Tampa FL 33610 Date: December 6,2017 WARN/NO - Vsrlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE CAGE 1101.7177 m. 1d014015 BEFORE USE Design valid for use only with MiTekm connectors This design is based only upon parameters shown, and is for an individual budding component, not 30 % 5.00 F12 5x6 7 5x8 6 3x4 building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing WOW 3x8 fabnrabon, storage, delivery, eredron and bracing of trusses and truss systems, see ANSVTPII Owlity Criteria, OSO-e9 and SCSI Building Component 3x6 Safety Information available from Truss Plate Institute, 21e N Lee Street, Suite 312, Alexandria, VA 22314 21 22 5 6 9 10 gl 2x4 i.t 4 3x6 % 3 2. a 5x8 1 20 19 18 17 16 15 30 = 4x6 = 3x8 = 30 = 4x6 = 3x4 = Scale = 168 1 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. I in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0 82 Vert(LL) -0.19 15-17 >999 240 I MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -0.56 15.17 >809 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.24 Horz(TL) 0.17 13 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight- 213 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at mhdpt 6-18.8-18, 9-17 SLIDER Left 20 SP No.3 3-0-2, Right 20 SP No.3 3-0-2 REACTIONS. (Ib/size) 2=1460/0-3-8,13=1460/0-3-8 Max Horz 2=1D4(LC 12) Max Upllft2=375(LC 12), 13=-375(LC 13) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2 -3= -2703/1207,3 -4=-2631/1214,4-5=-2543/1194,5-6=-2462/1196,6-21=-1988/1004, 7 -21= -191(/1023,7 -8=1772/1013,8-22=-1910/1023,9-22=-1987/1004,9-10=-2463/1196, 10.11=-2544/1195,11-12=-2631/1214,12-13=-2703/1207 BOT CHORD 2-20=11028/2363,119-20=-97M261, 118-119=9711/22611,117-118=455/1771, 116-117=958/2261,115-116=958/2261, 13-15=1014/2363 WEBS 6-20=-23/330, 6-18=-622/374, 7-18=-201/472, 8.17=-181/475, 9-17=-623/374, 9-15=-23/331 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15R; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9.10 to 17-D-0, Exterior(2) 17-0-0 to 21-D-0, Interior(() 26-4-8 to 39.0.0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=375, 13=375. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fait' model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building Component. The suitability and use of this Component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parks East Blvd. Tampa FL 33610 Date: December 6,2017 WARN/NO - Vsrlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE CAGE 1101.7177 m. 1d014015 BEFORE USE Design valid for use only with MiTekm connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate thus design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing WOWaMxysrequiredforstabilityandtopreventcollapsevothpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabnrabon, storage, delivery, eredron and bracing of trusses and truss systems, see ANSVTPII Owlity Criteria, OSO-e9 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 21e N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 51-9 iI 3x6 3 d1g 5x8 I i 5.4-13 6.5.10 3.21 712667461 1 1 Job Reference (optional) 7 640 s Aug 16 2017 MTek Industries. Inc Wed Dec 06 13.02.02 2017 Page 1 dD Fal_ 2b8bRaOyPDysCZ9-REOpDVPG7aMiPpd7WhVDrD17CPBIXWbgDZORnhyBhh, 27-0.10 32-5-0 1 38-0-0 39-0-0 8-5.10 5-13 5-6-90-0,1 Scale= 1'68.1 500112 5x6 5x8 = 7 a 3x4 3x6 21 8 5 \ 2x4 4 X\ 20 23 19 24 3x4 = 4x6 = 30 22 3x6 9 10 2x410i' 18 17 16 2526 15 3x8 = 30 = 4x6 = 3x4 = 3x6 12 5xe II 7.2.10 I 17.510 207.0 i 3091 7.2.10 1021 32-0 102_1 7.2.10 Plate Offsets(X,Y)- (7.0-3-0.0-2-41(8:0 5-12.0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.30 15.17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.84 15-17 >540 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.25 Horz(TL) 0.15 13 n/a n/a BCDL 10.0 I Code FBC2014/TP12007 (Matnx) Weight: 214 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins BOT CHORD 2x4 SP No 1 BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. WEBS 2x4 SP No 3 WEBS 1 Row at midpt 6-18,8-18,9-17 SLIDER Left 2x4 SP No.3 2-11-13, Right 2x4 SP No.3 2-11-13 REACTIONS. (Ib/size) 2=1460/0-3-8,13=1460/0-3-8 Max Horz 2=107(LC 13) Max Upliff2=-378(LC 12), 13=-378(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-2741/1186, 3-4=-2669/1197, 4-5=-2589/1191, 5-6=-2498/1195,6-21 =-I 959/980, 7-21=-1883/999.7-8=-1746/987. 8-22=1881/999, 9-22=-1958/980, 9-10=-2499/1195, 10.11=2590/1191, 11-12=-2669/1197, 12-13=2741/1186 BOT CHORD 2-20=-1013/2396, 20-23=943/2204,19-23=943/2204,19-24=-943/2204, 18.24= -943/2204,17-18=-622/1745,17-25=-929/2204,16-25=-929/2204, 16.26=-929/2204,15.26=929/2204,13-15=999/2396 WEBS 6-20=-60/378, 6-1"00/390,7-18=220/488,8-17=-197/494, 9-17=-601/390, 9-15=-60/379 NOTES- (e) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf; h=15fi; Cat II; Exp C; End , GCpi=0.18; MWFRS (envelope) and C -C Extenor(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 17-5-0. Exterior(2) 17-5-0 to 20-7-0, Interior(1) 25-11-8 to 39-0-0 zone;C-C for members and forces b MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonaoncurtent 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=378, 13=378 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39360 Well USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 A WARNING - Veft design parameters and READ NOTES ON TRIS AND INCLUDED N/TEK REFERENCE PAGE X 1.7473 rev. IWON2015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon Parameters shown, and is for an individual budding component, not a Inas system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent budding of individual buss web and/or Mord members only Additional temporary and permanent bracing WOWisa"s required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-e9 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 36610I AIB Inc. 712667462 1 0 47 8 2.1 15.5-8 I 2211 29.9.15 38-0-0 39- 700 8.2.1 731 7.1-0 7-3-7 8.2-2 Scale = 1.68 5 5 00 r12 5x8 = 5x6 = 6 20 21 7 5x8 II 18 rr 16 " 15 r4 13 5xB II 20 II 4x6 3x4 = 3x8 = 4x6 2x4 II 8.2.1 X15 51 2258 21'V 338-0 8-2-1 731 7.1-0 7.37 8-2-2 _ LOADING (pso SPACING- 2-0-0 TCLL 20.0 I Plate Grip DOL 125 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 I Code FBC2014/TPI2007 n/a LUMBER - TOP CHORD 2x4 SP No.2 -Except* 5-6,7-8: 20 SP No.1 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 44-13, Right 2x4 SP No.3 44-13 REACTIONS. (Ib/size) 2=1460/0-38, 11=1460/0-3-8 Max Horz 2=-95(LC 17) Max Uplift2=-365(LC 12), 11=-365(LC 13) CSI. DEFL. in (loc) I/dell L/d TC 0.80 Vert(LL) 0.1815.16 999 240 BC 0.86 Vert(TL) 046 16-18 999 180 WS 0.22 Horz(TL) 0.18 11 n/a n/a Matrix) PLATES GRIP MT20 244/190 Weight: 201 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. WEBS 1 Row at midpt 4-16,6-15,9-15 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-2711/1248, 3-19=2631/1250, 3-4=-2633/1270, 45=-2127/1076, 5-6=-2052/1094, 6 -20= -1902/1088,20 -21=1902/1088,7-21=-1902/1088,7-8=-2053/1094,8-9=-2128/1076, 9-10=-2633/1270, 10-22=2631/1250, 11-22=2711/1248 BOT CHORD 2-18=-1073/2393, 17-18=1073/2393, 16.17=-1073/2393, 16-23=-772/1902, 15 -23=772/1902,14-15=1056/2393,13-14=105612393,11-13=-1056/2393 WEBS 4-18=0/306, 4-16=-587/341, 6-16=118/469, 7-15=133/470, 9-15=587/342, 9.13=0/306 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, Cat. ll, Exp C. End., GCpi=O 18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 15-5-8, Exterior(2) 15-5-8 to 27-11-0, Intenor(1) 27.11-0 to 39-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1 60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=365, 11=365. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dae: December 6,2017 WARNING - VerHy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1101.747,1 MV. 1WM018 BEFORE USE. Desrpn valid for useonly wrth M,Tekm mnneaors. This design is based only upon pammetersshown, and is for en individual buddmp component, not a truss system Before use, the building designer must verily the applicability of design parameters and DmPeAy incorporate this design into the overall budding design Bracing indicated is to prevent budding of individual truss web and/or chord members, only. Additional temporary and permanent bracing M ITBk• is always required for stability and to prevent collapse wrth possible personal injury and property damage For general guidance regarding the labrinbon, stomps, delivery, erection and bracing of trusses and buss systems, see ANSVTPIII Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd Safely Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandne. VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply s tons system Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall 34 \' 3x6 budding design Bracing indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• 30 % 5 712667463 wP0111' A2 Hip 2 1 3x4 zt q 30 % 3 19 I 10 22 3x4 I 12I 2 Job Reference rootionel) twncers t-rrstsource, t ampe, nam crry, rtonos 7JOeo r o+u s Aug io zui r mi r es mousmes, Inc vveo ixc w 1ruru+ zur r regal ID:ECe84dD FaL 2b8bReQyPDysCZg-NdWaeBRWiBcOe7nNeCYhwerS?Drs?OmzgtvYrZyBhhX 15-0-0 23-0-0 30.4.13 I 38-0-0 39-0-0 i-0.0 7.7.3 7.4-13 8-0-0 7-4-13 7.7.3 1-020 Scale = 1.68.5 5.00 F12 5x8 = 5x6 = 6 20 21 7 s tons system Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall 34 \' 3x6 budding design Bracing indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• 30 % 5 8 3x4 4 9 q q R 3x4 I 3x4 zt q 30 % 3 19 I 10 22 3x4 I 12I 2 11 G 5x8 II 18 17 16 23 15 14 13 5x8 II 20 II 4x6 30 = 3x8 = 4X5 20 II 7-7-3 I 151" I 23-0-0 30-4.13 7-7.3 7-4-13 8-0-0 7.4.13 7-7.3 Plate Offsets (X 1r)- 6f •0-5.4.0-2-4J,_MLL. 0.0-2-4J LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 097 Vert(LL) -0.21 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 083 Vert(TL) -0.50 15.16 >912 180 BCLL 0.0 ' Rep Stress Ina YES WB 021 Horz(TL) 0.18 11 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 200 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied 1-5.8-12: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-84 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-16, 6.15, 9-15 WEBS 20 SP No.3 SLIDER Left 20 SP No.3 4-1-2, Right 20 SP No.3 4-1-2 REACTIONS. (Ib/size) 2=1460/0-3-8, 11=1460/0-3-8 Max Horz 2=93(LC 13) Max Uplift2=-361(LC 12), 11=-361(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=2736/1246,3-19=-2653/1254,3-4=-2655/1269,4-5=-2172/1084, 5-6=-2098/1101, 6 -20=1945/1096,20 -21=-1945/1096,7-21=1945/1096,7-8=-2099/1101,8-9=-2172/1084, 9-10=-2655/1269,10-22=2652/1254,11-22=-2736/1246 BOT CHORD 2-18=-1073/2409, 17-18=-1073/2409, 16.17=1073/2409, 16-23=-788/1944, 15-23=788/1944,14-15=1060/2409,13-14=1060/2409, 11-13=1060/2409 WEBS 4-18=0/288,4-16=-549/318,6-16=-94/474,7-15=108/474, 9-115=548/3118,9-113=0/288 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASCE 7-10; Vult=140mph (3 -second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 15-0-0, Exterior(2) 154-0 to 28-48, Intenor(1) 28-4-8 to 39-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psi bottom chord live load nonoon current 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, with BCDL = 10 Opsf 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=361, 11=361. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 A WARNING - VeMy design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE AOI -7473 MV. 10AIM2016 BEFORE USE. Design valid for use only mth WNW connectors. This design is based only upon parameters shown, and is for an individual building component, not s tons system Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse vnth possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSS49 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 36610 Job Truss Tnlss Type Oty Py in (loc) I/deft Ud PLATES GRIP TCLL 200 12 1.1licibRelferencilL(optiontal) 712667464 wpol if A3 Hry 1 BC 0.87 Vert(TL) 0.45 15-16 >999 180 Tamps, FL 36610 BCLL 0.0 ' Rep Stress Ina YES Builders FlrstSourca, Tampa, Plant City. Florida 33566 7 640 a Aug 16 2017 MiTek Industries, Inc Wed Dec 06 13.02.05 2017 Pape 1 ID:ECa84dD_FaL 2b8bRaOyPDySCZg-sp4ysXR80VkHGHLaBw3wT$NhfdAUkSJ6vXf5NDyBhhW 17-0.0 8-0.2 130-0 I, 19.0-0 1 25-0-0 1 29-11-14 1 38-0-0 39-0-0 1.0-0 8.02 4-11-13 6-0-0 6-0-0 4-11-14 8-0-3 1.0-0 Scale a 1:67.3 5x6 = 2x4 II 5x8 = 5 216 22 7 5x6 II 18 " 16 15 14 - 12 5x8 II 20 11 US 3x6 = 3x6 = 20 11 1 6 0 2 I 13-" 18-0 0 125-0.0 — 4— _ 29.11-14 38 _:Q I Q d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.18 15 >999 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.87 Vert(TL) 0.45 15-16 >999 180 Tamps, FL 36610 BCLL 0.0 ' Rep Stress Ina YES WB 0.32 Horz(TL) 017 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) I Weight. 209 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc pudins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No 3 4-3-13, Right 2x4 SP No.3 4-3.13 REACTIONS. (Ib/size) 2=1460/0-3-8, 10=1460/0-3-8 Max Horz 2=81(LC 12) Max Uplift2=351(LC 8), 10=-351(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-2695/1266, 3-19=-2617/1268, 3-20=2618/1285, 4-20=2532/1286, 4-5=2282/1181, 5-21=2311/1246, 6-21=2311/1246, 6-22=2311/1246, 7-22=-2311/1246, 7-8=2282/1181,8.23=-2532/1286,9-23=-2618/1285,9-24=-2617/1268, 10.24=2695/1266 BOT CHORD 2-18=1083/2374, 17-18=1083/2374,16-17=1083/2374,15-16=-871/2066, 14 -15=856/2066,1314=-1088/2374,12-13=-1068/2374,10-12=-1068/2374 WEBS 4-18=0/257,4-16=4121267, 5-16=-132/372, 5-115=2011/472,6-115=3621280, 7-15=-201/472, 7-14=-132/372, 8-14=-412/267, 8-12=0/257 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wend: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; Cat. II; Exp C; End , GCpr=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 130-0, Extenor(2) 130-0 to 30-4-8, Interior(1) 30-4-8 to 39-0-0 zone,C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) All plates are 30 MT20 unless otherwise indicated 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 36-0 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 Ib uplift at joint(s) except (jt=1b) 2=351, 10=351. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Carl 8834 6904 Parks East Blvd. Tampa FL 33810 Date: December 6,2017 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE WI -7473 rev. 1WO"015 BEFORE USE Design valid for use only with WekaD connectors. This design is based only upon parameters shown, and is for an individual building component, not aissis • a tons system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW! is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVWIt Quality Criteria, DS849 and SCSI Building component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tamps, FL 36610 IA4 .Hip amps, Plant City, Florida 33566 54-8 11-0 0 54-8 57-9 5x8 = 712667465 2 1 Job Reference (optional) 7.640 s Aug 16 2017 MiTek industnes, Inc Wed Dec OB 1302.07 2017 Pagel ID:ECa84dD Fal_2b8bReOyPDysCZ9-oCCiGCTPy67VaVyJLSOYHT_dOtgCibPMrSCSuyBhhl 9-0-0 + 27-M + L27 -83M.0 39-0 0 8-0.0 8-" 5.7.9 54.8 1-0.0 Scale = 167 3 20 II 5x8 = 5x8 Il 1a 17 'o 1s 13 a 5x8 n 2x4 II 3x6 = 3x8 = 30 = 20 II 3x4 = 34 = 54 5_ 11-0-0_ I 19-0-0 I 27-0-0x_ 32.7.8_ I 38-0-0_ i 54 5.7.9 8-0-0 8-0-0 5-7-9 54-0 Plate Offsets (X_—Y)=_15.0-5-12 0-2- .[7:0-5.12.0.2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.22 15 -999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.81 Vert(TL) -056 13-15 >809 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.52 Horz(TL) 0.18 10 n/a n/a BCDL 100 Code FBC2014f rP12007 Matrix) Weight- 201 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied. 5-7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-8 oc bracing BOT CHORD 20 SP No 2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 2-10-10, Right 20 SP No.3 2-10-10 REACTIONS. (Ib/size) 2=1460/0-3-8, 10=1460/0-3-8 Max Horz 2=70(LC 16) Max Uplift2=-371(LC 8), 10=-371(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2730/1309, 3-4=-2661/1321, 4-5=2440/1233, 5-19=-2732/1425, 6-19=-2731/1425, 6-20=2731/1425,7-20=-2732/1425, 7-8=-2440/1233, 8.9=-2661/1321, 9-10=-2730/1309 BOT CHORD 2-18=-1136/2391, 17-18=-1136/2391, 16.17=-965/2225, 15-16=-965/2225, 14 -15=-949/2225,13.14=-949/2225,12-13=-1120/2391,10-12=-1120/2391 WEBS 5-17=48/345, 5-15=-318!728, 6-15=488/363,7-15=-318f728,7-13=48/345 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15tt; Cat. II; Exp C; Encl., GCpi=0.18, MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-9-10, Intenor(1) 2-9-10 to 11-0-0, Exterior(2) 11-0-0 to 32-7-8, Intenor(1) 32-7-8 to 39-0.0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonoonc urrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it=lb) 2=371, 10=371 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI t as referenced by the building code " Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 A WARNING - Verlry deal#. parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE AVI.7473 rev. IW=015 BEFORE USE Design veld for use only v.th KUM connectors This design is based only upon parameters shown, and is for an individual budding component, not Iatrusssystem. Before use, the Dodding designer must vent' the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing WOWisshveysrequiredforstabilityandtopreventcollapsemthpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe fabncason, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety.formation evadable from Truss Plats Institute. 218 N. Les Street. Suits 312. Nexandris, VA 22314. Tampa, FL 36010 Job Truss Truss Type Qty Py Plate Gnp DOL 1.25 TCDL 70 Lumber DOL 1.25 712667466 wpol t t AS Hip 2 1 Code FBC2014/TPI2007 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Job Reference (ootionap Builders FirstSource, Tamps, Plant Ciy, Flonds 33566 7.640 s Aug 16 2017 MiTsk Industries, Inc Wed Dec 06 13.02:06 2017 Pape t ID:ECa84dD FaL_2b8bRaOyPDysCZg-GOm4UYU1jQ7s7k4812cd5U?ANgDSxCrZbVbrt_LyBhhT 1-0.0 4 9-0-0 158-0 + 224-0 I 29-M 334 4 38-M 3944 1-0-0-0 4.7.12 4 6.8-0 8-8-0 6$-0 4.4.4 4.7.12 144 5.00112 20 q 3x6 3 19 20 1 2 5x6 = 5x8 II 1B 3x8 = 3x4 = 3x4 = 3x6 = 5x6 = 21 6 7 8 22 9 Seale = 1:67.3 2x4 , qp 10 23 24 3x6 3 11 12 ja 17 16 15 14 5x8 II 4x6 = 30 = 4x6 = 3x8 I _ __ 19-0-0 I 29-0-0 I — 9-0.0 Plate Offsets (&Y) (5*0-3-0,0-241,_[9,0-3-0.0-2-4]_ LOADING (psf) SPACING- 2-0.0 TCLL 20.0 Plate Gnp DOL 1.25 TCDL 70 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inv YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 20 SP No.3 SLIDER Left 2x4 SP No 3 2-5-11, Right 2x4 SP No.3 2-5-11 REACTIONS. (Ib/size) 2=1460/0-3-8,12=1460/0-3-8 Max Horz 2=-58(LC 13) Max Uplift2=-391(LC 8), 12=-391(LC 9) CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.88 Vert(LL) 0.27 16 >999 240 MT20 244/190 BC 0.81 Vert(TL) 0.7316-18 >625 180 WB 0.33 Horz(TL) 0.18 12 n/a We Matrix) Tampa, FL 36610 Weight. 190 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid telling directly applied or 5-3-15 oc bracing. WEBS 1 Row at midpt 6-18,8-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2673/1335, 3-119=2611211334,19-20=2599/11336, 4-20=-2582/1340,4-5=-256311263, 5-21=2366/1229, 6-21=2366/1230, 6-7=-3183/1570, 7-8=3183/1570, 8-22=-2366/1230, 9-22=2366/1229, 9-10=-2563/1263, 10-23=-2582/1340, 23-24=-2599/1336, 11-24=-261211334,11-12=267311335 BOT CHORD 2-18=1145/2333, 17-18=-1387/3102, 16.17=-1387/3102, 15-16=-1389/3102, 14-15=1389/3102,12-14=-1132/2333 WEBS 5-18=-234/652, 6-18=-960/483, 6-16=0/256, 8-16=0/256, 8-14=960/483, 9-14=234/652 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-9-10, Interior(1) 2-9-10 to 9-0-0, Exterior(2) 9-0-0 to 34-48, Interior(1) 344-8 to 39-0.0 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=391, 12=391 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 6,2017 AWARNING - VefHy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE set -7473 rev. 1001=015 BEFORE USE Design valid for use only with W06 connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent budding of individual tens web and/or chord members only. Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal miury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII quality Criteria, OS849 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Thus Plate Institute, 218 N Lee Street, Suits 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Ply DEFL. in AM PLATES GRIP TCLL 20.0 712667467 WP0111 ' HIP GIRDER 1 2 Job Reference (optioned i ouxoers rustbourm, r amps, rum ury, ronoa "mo r wu s swg 10 Lvv m r OR mousums, "'-go uec w .a.vc "". r rape . ID:ECa84dC Fal 2b8bRa0yPDysCZg-CnlrvEVHE1N8M2EX Te5Av5bFe7hP2frtpMs3DyBhh 1-0-0 37-12I 7-00 1 13-0.14 + 19-0-0 I 24-11-2 i 31.04 + 34.44 31,-0-0 39-00 1-0-0 37-12 3 6-0.14 5.11.2 5-11-2 6414 344 3-7-12 1-0-0 Scale = 167.3 8x8 = 5x8 = 7x10 = 5x8 = 5.00 526x8 = 4 21 22 5 23 24 6 25 26 7 27 28 6 5x6 = 20 19 29 30 18 17 31 32 16 33 34 15 14 35 36 13 12 5x6 = 4x12 I I 20 I I 5x8 = 4x10 MT20HS = 5x8 = 214 11 5x8 = 20 I I 4x12 I 20 I I 4x10 MT20HS = 37-12 7-0.0 13-0.14 19.04 24-11-2 31-0 0 34 4 4 38-0-0 LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.54 Vert(LL) 0.29 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.35 Vert(TL) -0.63 16 >714 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Inu NO WB 0.63 Horz(TL) 012 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 498 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. 4-8,6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Left. 2x6 SP No.2, Right- 2x6 SP No.2 REACTIONS. (Ib/size) 2=2923/0-3-8, 10=2960/0-3-8 Max Horz 2=-46(LC 13) Max Uplift 2=-1 027(LC 4), 10=-1064(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5601/1969, 3-4=-6025/2182, 4-21=-5647/2065, 21-22=5648/2065, 5.22=-5649/2065, 5-23=9325/3427, 23-24=-9325/3427,6-24=-9325/3427, 6-25=9325/3427, 25.26=9325/3427, 7-26=9325/3427, 7-27=5726/2140, 27-28=-5724/2139, 8-28=-5723/2139,8-9=-6109/2264,9-10=5677/2043 BOT CHORD 2-20=-1699/4888,19-20=-1699/4888,19-29=3025/8464, 29.30=3025/8464, 18 -30= -3025/8464,17-18=-3025/8464,17-31=-3025/8464,31-32=-3025/8464, 16-32=3025/8464,16-33=3062/8504, 33-34=-3062/8504,15-34=-306218504, 14-15=306218504,14-35=306218504, 35-36=306218504,13-36=-306218504, 12-13=-i764/4955,10-12=-1764/4955 WEBS 3-19=-320/887, 4-19=552/1797, 5.19=3251/1198, 5-17=0/468, 5.16=-357/1021, 6 -16= -647/399,7 -16=-314/966,7-15=0/468,7-13=3199/1157,8-13=-526/1770, 9-13=-338/907 NOTES- (12) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=1511, Cat. II, Exp C. End., GCpi=O 18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL CoA 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 AWARNING • Veflfy design poamef fs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. f IY03?015 BEFORE USE Design valid for use only wth MfTeld1l) connectors. This design is based only upon parameters shown, and is for an individual budding component, not s truss system. Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web anWor chord members only Adtlpermanbracingronsl temporary and permanent bracing WOWalwaysrequiredforstabilityandtopreventcollapsewrathpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIII Quality Criteria, DSB-e9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Sole 312. Alexandria, VA 22314 Tempa, FL 36610 Job Truss Truss Type Oty Ply 712667467 wPo111 AM HIP GIRDER 1 2 Job Reference (ootionaD Builders FirstSource, Tamps, Plant City, Florida 33566 7.640 a Aug 16 2017 MiTek Industries, Inc Wed Dec 06 13.02:10 2017 Page 2 ID:ECa84dD_FaL_2b8bRaOyPDysCZg-CntrvEVHE1NaM2EX_Te5Av5bFe7hP2fr2pMs3DyBhhR NOTES- (12) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=1027, 10=1064. 10) "SemLrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 Ib down and 120 Ib up at 7-0-0, 126 Ib down and 120 Ib up at 9.0-12, 126 Ib down and 120 Ib up at 11-0-12, 126 Ib down and 120 Ib up at 13-0-12, 126 Ib down and 120 Ib up at 15-0-12, 126 Ib down and 120 Ib up at 17-0-12, 126 Ib down and 120 Ib up at 19-0-0,126 Ib down and 120 Ib up at 20-114, 126 Ib down and 120 Ib up at 22-114, 126 Ib down and 120 Ib up at 24-114,126 Ib down and 120 Ib up at 26-114, and 126 Ib down and 120 Ib up at 28-114, and 231 Ib down and 220 Ib up at 31-0-0 on top chord, and 346 Ib down and 154 Ib up at 7-0-0, 77 Ib down at 9-0-12, 77 Ib down at 11-0-12,77 Ib down at 13-0-12,77 Ib down at 15-0-12,77 Ib down at 17-0-12, 77 Ib down at 19-0-0, 77 Ib down at 20-114, 77 Ib down at 22-11-4, 771b down at 24-114, 77 Ib down at 26-114, and 77 Ib down at 28-114, and 346 Ib down and 154 Ib up at 30-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-4=54, 4-8=54, 6-11=-54, 2-10=-20 Concentrated Loads (lb) Vert. 4=126(8) 8=184(8) 19=-346(8) 5=-126(8) 17=-53(B) 16=-53(B) 6=126(B) 15=-53(B) 7=-126(8) 13=-346(B) 21=-126(B) 22=-126(8) 23=-126(8) 24=126(8) 25=126(8) 26=126(8) 27=-126(B) 28=126(8) 29=-53(B) 30=-53(B) 31=-53(B) 32=-53(B) 33=53(B) 34=-53(B) 35=-53(B) 36=53(B) WARNING • VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE a91.7177 rev. iNOL2015 BEFORE USE Design valid for use only with MiTelc® connectors. This design is based only upon parameters shown, and is for an individual budding component, not• a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWisakvaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Duality Criterfa, DS049 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 — _ Tamps. Ft. 36610 Job Truss Truss Type Oly Ply CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 712687468 wP0111 AMI HIP GIRDER 1 2 Job Reference fODtiOnah amtoers nnisource• lamps. wam t. ry, words 4;swo f.b4u s Aug hu zui r mi i es mousmes, me woo txc uti a uz.i s zvi r regal ID:ECe84dD_FaL 2b8bRa0yPDysCZg-dMZzXGYAXyl8DVz6fbCooYi5Vr10eLWIkmbXfYyBhhO 0.0 27-12 7-0-0 1 12-11-8 1 18-11-0 F 24-70 I 31-0-0 4 1 38-0-0 39-00 1-0-0-0 37-12 3 577-0 511-0 SttB 6.18 344 37.12 1-0-0 2 dl G Scale = 1.67 3 500 12 6x8 = 20 II 7x10 = 2x4 II 6x8 = 4 21 22 5 23 24 6 25 26 7 8 518 = 20 19 27 28 18 77 29 30 16 31 32 15 74 13 12 5x6 = 402 II 20 II 4x6 = 5x8 = 2x4 II 012 _ 4x8 = 20 II 4x12 II 5x8 = 5x8 = 3.7-12 1 7-0-0 I 12-11-8 1 18-,1-0 I 24-10-8 1 31-0.0 1 34-4- I 38-0-0 1Q._/=rev-.r.,...a.-1c.rr vd,_1..r r r...r-—._t.-- - a.-.r._t...... —a=1 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.29 16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) 0.66 15.16 683 180 BCLL 00 ' I Rep Stress Incr NO WB 081 I Horz(TL) 0.11 10 n/a n/a BCDL 100 I Code FBC2014/TP12007 Matrix) I Weight: 498 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No 2'Except* 4-6,6-8* 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Ib/size) 2=2962/0-3.8, 10=2788/0-3-8 Max Horz 2=46(LC 9) Max Uplift 2=-101O(LC 4), 10=-921(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-3=5672/1931, 3.4=-6136/2154, 4-21=8601/3066, 21-22=8602/3066, 5.22=-8604/3067, 5-23=-8602/3065, 23-24=-8602/3065, 6-24=-8602/3065, 6-25=-9027/3168, 25-26=9027/3168, 7-26=-9027/3168, 7-8=-9028/3169, 8-9=5739/1959, 9-10=5319/1748 BOT CHORD 2-20=1666/4951, 19-20=-1666/4951, 19-27=1921/5682, 27-28=-1921/5682, 18 -28= -1921/5682,17-18=-1921/5682,17-29=3389/9823,29-30=-3389/9823, 16.30= -3389/9823,16-31=-3391/9813,31-32=-3391/9813,15-32=-3391/9813, 14 -15= -1735/5297,13-14=-1735/5297,12-13=-1504/4642,10-12=-1504/4642 WEBS 3-19=-310/931,4-19=-3/440, 4-17=1203/3374, 5-17=738/469, 6-17=-1423/473, 6-16=0/561, 6-15=-943/367, 7-15=-461/272, 8-15=1522/4278, 9-13=-275/856 NOTES- (11) 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0.9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc Webs connected as follows, 2x4 - 1 row at 0.9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft: Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7) ' 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 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=1010, 10=921. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 A WARNING - VeAy talon Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 m. idaYlafS BEFORE USE I Design valid for use only oath MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not I • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent budding of individual truss web and/or Mord members only. Additional temporary and permanent bracing MiTek' is skrays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding Ns fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1l Quality Criteria, DSB49 and BCSI Building Component I 6941 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314. 1 Tampa, FL 36610 J Job Truss Truss Type Ory Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall 172 T12667wP0111 building design. Bracing indicated is to prevent budding of individual truss web andfor chord members only Additional temporary and permanent bracing AMI HIP GIRDER 1 Job Reference(ootI n1 eudders Fusl6ource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 NOTek Industries, Inc wed Det 06 13'02'13 2017 Pape Z ID ECa84dD FaL 2bBbRaOyPDysCZg-dMZzXGYAXyl8DVz6fbCooYi5Vr1OcLWlkmbX(YyBhhO NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 134 Ib down and 120 Ib up at 7-0-0, 116 Ib down and 120 Ib up at 9-0-12, 116 Ib down and 120 Ib up at 11-D-12,116 Ib down and 120 Ib up at 13-D-12,116 Ib down and 120 Ib up at 15-0-12,116 Ib down and 120 Ib up at 17-0-12,116 Ib down and 120 Ib up at 19-0-0, and 116 Ib down and 120 Ib up at 20-11-4, and 116 Ib down and 120 Ib up at 22-11-4 on top chord, and 319 Ib down and 126 Ib up at 7-0-0, 891b down at 9-0-12, 89 Ib down at 11-0-12, 89 Ib down at 13-0-12, 89 Ib down at 15-0-12, 89 lb down at 17-0-12, 89 Ib down at 19-0.0, 89 Ib down at 20.11-4, and 89 Ib down at 22-11-4 and 1024 Ib down and 378 Ib up at 24-10-8 on bottom chord The deslgntselection of such connection device(s) is the responsibility of others 11) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-8=54, 8-11=-54, 2-10=-20 Concentrated Loads (lb) Verb 4=-116(F) 19=-319(F) 17=-56(F) 5=-116(F) 6=-116(F) 16=-56(F) 15=1024(F) 21=-116(F) 22=-116(F) 23=-116(F) 24=-116(F) 25=-116(F) 26=-116(F) 27=-56(F) 28=56(F) 29=56(F) 30=56(F) 31=56(F) 32=56(F) A WARNING - Verify design parameters and READ NOTES ON 7X15 AND INCLUDED M1TEK REFERENCE PAGE WI -7473 rev fN0Y2075 BEFORE USE reem Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web andfor chord members only Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM111 Quality criteria, DS849 and SCSI Building ComponentI 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Nexandne, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply LUMBER- BRACING - TOP CHORD 2x4 SP No 2 712667469J_ WP0111 B1 Roof Special 1 1 WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing SLIDER Left 2x4 SP No 3 3-3-11 Tampa, FL 36610 Job Relerence (notional) Budden FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 05 13.02.13 2017 Page 1 ID ECa84dD Fal 2b8bRa0yPDysCZg-dMZzXGYAXyl8DVz6fbCooYi5u0AcO6lkmbXfYyBhhO 6.8.0 1.40 60.0t4.0+ I 13.0- i 1 -coo 6a0 a1 -o 6.4.0 0.4.0 5x8 = 10 Smote 1rz•=r 3x4 II 3x6 II 20 II 4x4 — LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014ITP12007 CSI. TC 0.53 BC 0.43 WB 058 Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.05 6-7 >999 240 Vert(TL) -014 6-7 >999 180 Horz(TL) 0.01 6 n/a n/a PLATES GRIP MT20 244/190 Weight. 64 Ib FT = 20% 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 is always required for stability and to prevent collapse w th possible personal injury and property damage For general guidance regarding the end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing SLIDER Left 2x4 SP No 3 3-3-11 Tampa, FL 36610 REACTIONS. (Ib/size) 6=474/Mechanical, 2=532/0-3-8 Max Horz 2=111(LC 12) Max Uplift6=-146(LC 9), 2=-135(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-691/309, 3-8=-654/312, 3-4=-619/321 BOT CHORD 2-7=-359/571, 6-7=-358/578 WEBS 4-6=-575/358, 4.7=0/284 NOTES- (8) 1) Wind- ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0 zone,C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1 60 plate gnp DOL=1 60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 Ib uplift at joint(s) except (jt=1b) 6=146, 2=135. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 8) "This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: December 6,2017 WARNING - Voly design parameters and READ NOfE3 ON 7N13 AND INCLUDED M/7EK REFERENCE CAGE 1101.7177 rev. 1W0312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent budding of individual thus web andlor Mord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse w th possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPIt Quality Criteria, DSB29 and BCSI Building Component 6904 Parke East Blvd Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 20.0 I Plate Gnp DOL 1.25 TC 0.37 TCDL 7.0 712667470 wP0111 82 Roof Special 1 1 YES WB 0.20 BCDL 10.0 Code FBC2014/TP12007 Matrix) Job Reference(optional) Builders FirstSource, Tempe, Plant City, Florida 33556 7.640 a Aug 16 2017 MiTek Industries, Inc Wed Dec 06 13.02 14 2017 Page 1 IDECa84dD FaL 2b8bRaQyPDysCZg-5Y7LkcYolGtTrfXIDJj1KIFJgFMSLxlRzQK4CyBhhN 1 0 0 6.4-0 8.8.0 9.7.2 13-0.0 1-0-0 6.4-0 2 4-0 0.11.2 3.4.14 3x4 = 3x8 II 3x4 = 10 LOADING (psf) I SPACING- 2-0-0 CSI. TCLL 20.0 I Plate Gnp DOL 1.25 TC 0.37 TCDL 7.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 ' I Rep Stress Incr YES WB 0.20 BCDL 10.0 Code FBC2014/TP12007 Matrix) 30 = DEFL. in (loc) 1/defl Ud PLATES GRIP Vert(LL) -007 10-11 >999 240 MT20 244/190 Vert(TL) -017 10-11 >892 180 HOIz(TL) 0.02 10 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No 3 BOT CHORD SLIDER Left 20 SP No.3 2-3-1 JOINTS REACTIONS. (Ib/size) 10=474/Mechanical, 2=532/0-3-8 building design Bracing indicated is to prevent buckling of individual truss web and/or Mord members only Additional temporary and permanent bracing Max Horz 2=93(LC 12) MiTek* Max Uplift10=130(1_C 13), 2=-140(LC 12) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, OSB -89 and BCSI Budding Component TOP CHORD 2-3=-744/357, 3-12=-694/366, 4-12=-661/368, 4-6=420/279, 6-7=420/279, 7-8=-626/384 SafelyInformation available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314 BOT CHORD 2-11=384/626, 10-11=-344/547 Tampa, FL 36610 WEBS 8-10=-623/405 Scale = 125 6 Weight: 68 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-6-2 oc bracing 1 Brace at A(s) 6 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3 -second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3 Opsf, h=15ft, Cat. 11, Exp C. Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 6.4-0, Exterior(2) 6-4-0 to 8-7-10 zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate gnp DOL=1 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load ncnooncurrent 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 346-0 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 Ib uplift at joint(s) except (jt=1b) 10=130, 2=140. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 9634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 A WARNING • Verity design perimeters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE M/I.7473 rev. 1 WOV2015 BEFORE USE Design valid for use only with WilkW 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 verily the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or Mord members only Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal in)ury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, OSB -89 and BCSI Budding Component 6904 Parke East Blvd SafelyInformation available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Py LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) I/clef! Ud PLATES GRIP 712667471 wpo111 53 Root Special 1 1 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.11 7-8 >999 180 Job Reference (oplionaq Builders FustSource, Tampa, Plant city, Flonda 33566 7 640 s Aug 16 2017 MiTelh Industries, Inc Wed Dec 05 13.02:14 2017 Page 1 ID•ECa84dD FaL-2b8bRaOyPDysCZg-SY7LkcYolG17rfXIDJj1KIFJwFMhLy4RzOK4CyBhhN 1-0-0 6-4-0 _ 10.8.0 l 13-0-0 1-0-0 6-4-0 4A.0 2-441 Scale a 1,24 3 4x6 = 3x6 I I 3x4 — 5512_ 9n Plate Offsets (XY)— (2:0-43.0=0.4) Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) I/clef! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 037 Vert(LL) -004 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.11 7-8 >999 180 Tampa, FL 36610 BCLL 0.0 ' Rep Stress Incr YES WB 015 HOrz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight, 62 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0A oc pudins, except BOT CHORD 2x4 SP No.2 end verticals WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-11 oc bracing. SLIDER Left 2x4 SP No.3 3.414 REACTIONS. (!b/size) 7=474/Mechanical, 2=532/0-3-8 Max Horz 2=73(LC 12) Max Uplift7=-126(LC 13), 2=-143(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-668/310, 3.9=-624/313,3-4=-589/326,4-10=-589/343, 5-10=-630/334 BOT CHORD 2-8=277/544, 7-8=-383/655 WEBS 5-7=723/450, 4-8=13/283 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10, Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; Cat II; Exp C; End , GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-4-0, Exterior(2) 6.4-0 to 94-0, Interior(1) 10-8-0 to 12-10.4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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 Ib uplift at joint(s) except Qt=ab) 7=126, 2=143 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 AWARNING • Varey daspn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev.iN0.V20fa BEFORE USEiI Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual building component, not NitatrusssystemBeforeuse, the building designer must veny, the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection ant bracing of blues and truss systems, see ANSVTPH Owlity Crnerla, OSB•a9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Maxendne, VA 22314 Tampa, FL 36610 Job Truss Truss Typety MiTek USA, Inc. FL Cels 6634 Ply 6904 Parks East Blvd. Tampa FL 33610 Date: LOADING (psi) SPACING- 2-0-0 712667472 wP0111 B4 Common t io t TC 0.41 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Job Reference (optional) Builders FirstSource, Tempa, Plant City, Florida 33566 7.640 a Aug 16 2017 MiTek Industries, Inc. Wed Dec 05 13 02 15 2017 Page 1 ID:ECa84dD_FaL 2b8bRaOyPDy3CZg-ZkhkyyZ03Z?sTp6Vn0EGtzoTlfjV4Q8aC44dkRyBhhM 1 •1-0-0 6.4.0 12$4) 1-0-0 6.4-0 6-4-0 Scale = 1:23.1 4x6 = 3x6 11 20 11 3.6 11 Plate Offsets (X Yrs— 2:0-4-3.0-0-i, q2 -A-3.0-0-4) MiTek USA, Inc. FL Cels 6634 6904 Parks East Blvd. Tampa FL 33610 Date: LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.08 8-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 001 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight, 55 Ib FT = 20% 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. WEBS 2x4 SP No.3 SLIDER Left 20 SP No.3 3-414, Right 20 SP No 3 34-14 REACTIONS. (Ib/size) 6=467/0-3-8, 2=525/0-3-8 Max Horz 2=43(LC 13) Max Uplift6=121(LC 13), 2=143(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-8=659/334, 3-8=-615/338, 3-4=-581/346, 45=-581/362, 5-6=-657/347 BOT CHORD 2-7=-211/536, 6-7=-211/536 WEBS 4-7=-1/268 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C, End., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6.4-0, Exterior(2) 6-4-0 to 9-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent 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 tell 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 Ib uplift at joint(s) except (jt=1b) 6=121, 2=143. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cels 6634 6904 Parks East Blvd. Tampa FL 33610 Date: December 6,2017 A WARNING • Verify dsslgn palametars and READ NOTES ON TMS AND INCLUDED MI7EN REFERENCE PAGE WI -7473 rev. IW=013 BEFORE USE Design valid for use only with Mi7ektD mnnedors. This design is based only upon parameters dawn, and is for an individual building component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding Ns fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPI11 Quality Criteria, DSB-49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Py BC 0.37 BCLL 0.0 ' Rep Stress Inv YES WB 0.10 BCDL 100 Code FBC2014/TPI2007 Matrix) LUMBER - 712667473 wP011'1 BS Common 1 1 lJobRaleirtince SLIDER Left 2x4 SP No.3 34-14, Right 2x4 SP No 3 3-4-14 REACTIONS. (Ib/size) 2=523/0-3-8, 6=523/0-3-8 Max Horz 2=42(LC 17) ootionap Builders FiratSource, Tamps, Plant Gry, Fiords 335687 840 a Aug 16 2017 kbTsk Industries, Inc. Wed Doc 06 13.02:15 2017 Paps 1 ID:ECa84dD_FaL_2b8bRe0yPDysCZg-ZkhkyyZO3Z1sTp8VnOEGtzoTJgX409aC44dkRyBhhM 1-0-0 64-0 I 12-M — I 1_3-8 1-0-0 64-0 64-0 1-0.0 Scale 12"=1' 30 %g 3x6 II 30 LOADING (psf) I SPACING- 2-0-0 I CSI. TCLL 20.0 I Plate Grip DOL 1.25 TC 0.39 TCDL 7 0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Inv YES WB 0.10 BCDL 100 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 SLIDER Left 2x4 SP No.3 34-14, Right 2x4 SP No 3 3-4-14 REACTIONS. (Ib/size) 2=523/0-3-8, 6=523/0-3-8 Max Horz 2=42(LC 17) Max Uplift2=-143(LC 12), 6=143(1_C 13) 4x6 = 20 11 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-9=-653/327, 3-9=609/329, 3-4=-575/342, 45=-575/342, 5-10=-609/329, 6-10=-653/327 BOT CHORD 2-8=-203/531, 6-8=-203/531 WEBS 4-8=0/267 3x4 ` 10 6 7 3x6 II DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.03 2-8 >999 240 1 MT20 244/190 Vert(TL) -0.07 2-8 >999 180 Horz(TL) 0.01 6 n/a n/a Weight. 57 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vult=140mph (3 -second gust) Vesd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 64-0, Exterior(2) 64-0 to 94-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) This truss has been designed for a 10.0 par 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 are2s 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 Ib uplift at joint(s) except (jt=1b) 2=143, 6=143 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cert 6634 6904 Parks East Blvd. Tampa FL 33610 Date: l December 6,2017 A WARMING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE WI -7473 m. f0/M015 BEFORE USE Design valid for use only with MiTelk® slaws, connectors This design is based only upon parameters and is for an individual building component, not s truss system. Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent budding of individual truss web andfor chord members only Additional temporary and permanent bracing i M!Tek' is shways required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding Ns fabrication, storage, delivery, eredron and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, D3849 and BCSI Building Component i 6904 Parke East Blvd— — Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria, VA 22314. Tempa, FL 36510 Job Truss Truss Type Ory Py TCLL 20.0 I Plate Grip DOL 1.25 TC 009 Vert(LL) -0.00 10 n/r 120 MT20 244/190 71266747/ WP0111 a6 Common Supported Gable 1 1 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 10 n/a n/a Job Reference(optional) Builder$ FirstSource, Tamps, Plant City, Florida 33568 - 7,640 s Aug 16 2017 MiTek Industries, Inc Wed Dec 06 13.02.16 2017 Page 1 ID ECa84dD_FaL_2b8bRa0yPDysCZg-1xF69Ha2gt7j4zhhLkIVPAKjo270ptykRkpBGyBhhL 1-0-0 6.4-0 + 12-0-0 13-0-0 1-0-0 6.4-0 6A-0 1-0-0 Scale, 117=1' 4x6 = 3x6 II 16 15 14 13 12 US II LOADING (ps1) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 009 Vert(LL) -0.00 10 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 004 Vert(TL) -0.00 10 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 61 Ib FT = 20% 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 SLIDER Left 2x4 SP No.3 1-7-1, Right 2x4 SP No.3 1-7-1 REACTIONS. All bearings 12-8-0. lb) - Max Horz 2=42(LC 13) Max Uplift All uplift 100 Ib or less at joints) 2, 10, 15, 16, 13, 12 Max Grav All reactions 250 Ib or less at joints) 2, 10, 14, 15, 16, 13, 12 FORCES. (lb) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.0psf; h=15ft; Cat. II; Exp C; End., GCpi=O 18; MWFRS (envelope) and C -C Corner(3) -1-0-0 to 2-0-0. Extenor(2) 2-0-0 to 6.4-0, Corner(3) 6-4-0 to 9-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1 60 plate gnp 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 ANSIIrPI 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 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 15, 16, 13, 12 10) "Sem;-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 WARNING - Verry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191-717.1 rev. 1040312013 BEFORE USE Design valid for use only with MiTek® connectors This design is based only upon parameters drown, and rs for an individual budding component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing WOWalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, ereclion and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety.formation available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tamps, FL 36610 P01/ 7126674751CIMONOPITCHSUPPORTED31 Job Reference (optional) Budden F+rslSource. Tempe, Plard City, Florida 33566 7.640 s Auo 15 2017 MiTek Industries. Inc Wed Dec 06 13,02* 17 2017 Pace 1 00-12 3$O O." 00.12 37-4 3x4 = Scale= 1:14.5 LOADING (ps0 SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid I PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.34 I Vert(LL) -0.01 4-5 1,999 240 MT20 244/190 TCDL 7.0 I Lumber DOL 1.25 BC 0.17 Vert(TL) -0.01 4-5 >999 180 I BCLL 00 ' Rep Stress Incr YES WB 0.25 Horz(TL) -0.01 7 n/a n/a 6904 Parke East Blvd BCDL 10.0 Code FBC20141TP12007 Matrix) Tampa, FL 36610 Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-841 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 2-5. 2x4 SP No.2 REACTIONS. (Ib/size) 5=164/0-3-8, 7=98/0-3-8 Max Horz 5=56(LC 12) Max Uplifl5=38(LC 12), 7=48(LC 12) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. WEBS 2-5=-125/276 NOTES- (10) 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opst; h=15R; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C -C Corner(3) -0-6-0 to 2-6-0, Extenor(2) 2-6-0 to 3-2-12 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 3) Truss to be fully sheathed from one face or securely braced against lateral movement (I a diagonal web) 4) Gable studs spaced at 2-0.0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7) Bearing at joint(s) 5, 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7. 9) "Semi-ngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6900 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 WARNING - Verify design parametara and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE AVI.7473 m. f0/03r2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not'• a truss system. Before use. the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent budding of individual tans web andlor chord members only Additional temporary and permanent bracing WOWk' is allays required for stability and to prevent collapse oath possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredron and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSBa9 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 36610 Job Truss Truss Type Oty Ply in loc) Udefi Ud TCLL 20.0 Plate Grip DOLI 772887476 WPO117 CG Diagonal Hip Girder 3 1 240 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) Job Reference (optional) BirilderS F1rOt5o01CO3 Tampa, Plant City, Florida 33555 1 040 s A0g 15 2017 MITek InOUSbies, thC WOO DOC 05 13'02'17 2017 P8901 ID.ECa84dD FaL 2b8bRa0yPDysCZ9-V7oUNdbgbBFai7GruRGkyOtnlSLbYHItfOZkoJyBhhK 1 5-0 4.11-0 + 9-10.1 1S-0 4.11-0 4-11-0 20 i 4-11.0 I 9.10.1 4.11-0 4-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefi Ud TCLL 20.0 Plate Grip DOLI 1.25 i TC 0.57 Vert(LL) 0.05 6-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.14 6-7 807 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.04 4 n/a n/a BCDL 10.0 I Code FBC2014lrP12007 i (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-8. 2x4 SP No.2 REACTIONS. (Ib/size) 4=148/Mechanical, 5=291 /Mechanical, 8=448/0-4-9 Max Horz 8=133(LC 4) Max Uplift4=-91(LC 4), 5=-98(LC 8), 8=-227(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-633/217, 9-10=626/218, 3-10=-580/217, 2-8=380/224 BOT CHORD 8.12=288/573, 12-13=288/573, 7-13=-288/573, 7-14=288/573, 6-14=288/573 WEBS 3-6=-620/311.3.7=0/256 30 = PLATES GRIP MT20 244/190 Weight: 42 Ib FT = 20% 1:21.8 Structural wood sheathing directly applied or B-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcufrent with any other live loads 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except (jt=lb) 8=227 7) "Semi-rigid pitchbreaks with fixed 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) 59 Ib down and 85 Ib up at 1-415, 59 Ib down and 85 Ib up at 14-15, 30 Ib down and 44 Ib up at 42-15, 30 Ib down and 44 Ib up at 4-2-15, and 53 lb down and 85 Ib up at 7-D-14, and 53 Ib down and 85 Ib up at 7-0-14 on top chord, and 3 Ib down and 8 Ib up at 1-415, 3 Ib down and 8 Ib up at 14-15, 17 Ib down and 8 Ib up at 4-2-15, 17 lb down and 8 Ib up at 4-2-15, and 36 Ib down at 7-0-14, and 36 Ib down at 7-0-14 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). 10) 'This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54, 2-4=-54, 5-8=20 Thomas A. Alban! PE No.39360 MlTek USA, Inc. FL Cori SOU 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 A WARNING - V AIy design parameter, and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 1101.7473 rev. iNO3?O15 BEFORE USE Design valid for use only wth Wekp connector, This design is based only upon parameters shorn, and is for an individual budding component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent budding of individual truss web andfor chord members only Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabnucon, storage, delivery, erection and bracing of busses and truss systems. see ANSOTPII Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd Safoty Information available from Thus Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314 - --_ Tampa, FL 36610 Job Truss Truss Type PyIOry 772667478 WP0111 CG Diagonal Hip Grroer 3 1 Job Reference( optional) Builders FrrstSource, Tampa, Plant City. Florida 33566 7 640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec OB 13 02:18 2017 Page 2 ID ECa84dD_FaL_2b8bRaOyPDysCZg-zJMsazelMUNRKHr3S8ozVbOynshgHkYlu2JHLIyBhhJ LOAD CASE(S) Standard Concentrated Loads (Ib) Vert' 9=43(F=22, 8=22)11=79(F=39, B=39) 13=4(F=2, B=-2) 14=-52(F=-26, B=26) AWARN/NG - VaAfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI -7473 m. I d0312015 BEFORE USE Design valid for use only with MrTek® connectors This design is based only upon parameters shown, and is for an individual building component, not • a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eredron and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Mesandne, VA 22314 Tampa. FL 36610 Job Truss Truss Type Oy Py 20.0 Plate Gnp DOL 1.25 TC 014 TCDL 70 712667477 wPo111 J1 Jack -Open 8 1 YES WB 0.00 BCDL 100 Code FBC2014lrP12007 Matrix) Job tioReference (op Budden FirstSource, Tampa, Plant City, Florida 335W 7 640 s Aug 16 2017 MiTek Industries. Inc Wed Dec 06 13,0Z 16 2017 Page 1 ID:ECa84dD FaL 2b8bRaOyPDysCZg•zJMsazclMUNRKHr3S8ozVb02TspaHoUtu2JHLIyBhhJ l -1-0-0 1.0.0 1JJ-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Gnp DOL 1.25 TC 014 TCDL 70 Lumber DOL 1 25 BC 003 BCLL 00 ' Rep Stress Ina YES WB 0.00 BCDL 100 Code FBC2014lrP12007 Matrix) 2x4 = DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 000 5 >999 240 MT20 244/190 Vert(TL) 0.00 5 >999 180 Horz(TL) -0 00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 3=-9/Mechanical, 4=-2/Mechanical, 5=135/0.3-8 Max Holz 5=31 (LC 8) Max Uplift3=-9(LC 1), 4=2(LC 1), 5=-62(LC 8) Max Grav3=7(LC 8), 4=13(LC 3), 5=135(LC 1) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. Scale= 18 8 Weight. 5 Ib FT = 20% Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- (8) 1) Wind: ASCE 7-10, Vult=140mph (3 -second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf; h=15R; Cat II; Exp C; End , GCpi=O 18, MWFRS (envelope) and C -C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4, 5 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 WARNING • Wily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111-7473MV. f NOY20f S BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing MiTek' is shays required for stability and to prevent collapse vnth possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suits 312, Nexendns, VA 22314. Tamps, FL 36610 Job Truss Truss Type Qty Py SPACING- 2-0.0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP 1 772667478 WPo711 J3 Jack -Open 6 1 Lumber DOL 1.25 BC 0.09 Vert(TL) -001 4-5 >999 180 BCLL 00 ' Job Reference(o)bonaD Builders FirstSource, Temps. Rant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc Wed Dec 06 13 02 16 2017 Page 1 ID:ECa84dD FeL_2b8bRaQyPDysCZg-zJMsazclMUNRKHr3SBozVbQ2rsogHoUtu2JHLIyBhhJ 1-0-0 3-0-0 Scale= 1:13 1 NOTES- (8) 1) Wind ASCE 7-10, Vult=140mph (3 -second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; Cat 11; Exp C, Encl , GCpi=O 18, MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0.0, Interior(1) 2-0-0 to 2-114 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(s) 5 considers parallel to grain value using ANSIlrP1 1 angle to grain formula Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 AWARNING - Verify design Parameters; and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 7NO3y2015 BEFORE USE 5 2x4 = 3-0-0 3-0-0 Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual budding component, not LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.09 Vert(TL) -001 4-5 >999 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2x4 SP No 2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 3=63/Mechanical, 4=28/Mechanical, 5=178/0-3-8 Max Horz 5=58(LC 12) Max Uphfl3=-46(LC 12), 5=-55(LC 8) Max Grav 3=63(LC 1), 4=51 (LC 3), 5=178(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind ASCE 7-10, Vult=140mph (3 -second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; Cat 11; Exp C, Encl , GCpi=O 18, MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0.0, Interior(1) 2-0-0 to 2-114 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(s) 5 considers parallel to grain value using ANSIlrP1 1 angle to grain formula Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 AWARNING - Verify design Parameters; and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 7NO3y2015 BEFORE USE Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual budding component, not wttrusssystemBeforeuse, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent budding of individual truss web and/or Mord members only. Additional temporary and permanent bracing WOWehveysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe fabrication, storage, delivery, erection and bracing of trusses and cuss systems, see ANSVTPIt Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 210 N Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Py in loc) I/deo Ud TCLL 20.0 Plate Grip DOL 712667479 Wp01f1 J5 Jack -Open 6 1 240 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) Job Relerence (optional) Builders Flrst6ource, Tampa, Rant city. Florida 33566 7 610 s Aug le Z011 Imlok Industries, Inc Woo t)eC W 13-UZ'1a ZOl f Fogel ID:ECa84dD FaL 2b8bRaOyPDysCZg-RWwEoJcw7oVIxOOGOsJC1py90G5j0FjA7i2rICyBhhl 100 5-0-0 -- 1-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deo Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) I 0.04 4-5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) 0.07 4-5 866 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00I Horz(TL) 0 02 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matnx-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 3=116/Mechanical, 4=54/Mechanical, 5=247/0-3-8 Max Horz 5=90(LC 12) Max Uphft3=78(1-C 12), 5=-61(LC 8) Max Grav 3=116(LC 1), 4=89(LC 3), 5=247(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale= 1:17 2 PLATES GRIP MT20 244/190 Weight. 18 Ib FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; Cat. 11; Exp C, End., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -1-0-0 to 2-0.0, Interior(1) 2-0.0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, S. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any parbeular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 MiTek USA, Inc. FL CoA 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE 001.7473 rev. IWM015 BEFORE USE assess Design valid for use only millMiTek® connectors This design is based only upon parameters shown, and is for an Individual buildingcomponent, not a truss system Before use, the building designer must vent' the applicability of design parameters and properly Incorporate this design into the overall i building design Bracing Indicated Is to prevent budding of Individual truss web andfor Mord members only. Addalonal temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and popery damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. sae ANSVTPII Quality Criteria, DSO -89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36810 Job Truss Truss Type Qry Py in loc) Udell Lid TCLL 20.0 Plate Grip DOL Tt2687460 wpo111 J7 Jack -Open 22 1 240 TCDL 7.0 Lumber DOL 1.25 BC 0 54 Vert(TL) Job ReferencelootionaD e1,111da13 FinilSOUICS, Tampa, Plant City, Florida 33566 I.beU S AUO I6 ZUI I MI I ex InOUSlnes, InC weo Uec w I3•UZ'IB ZuI r raps I ID:ECa84dD Fal 2b8bRaQyPDysCZg-RWwEoJcw7oVlxQQGOsJC1py3VG1o0FjA7i2rICyBhh1 1 0 0 7-" 1 0 0 7-0-0 7-0-0 7. 0OI LOADING (psO SPACING- 2-0-0 CSI. DEFL. in loc) Udell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 082 Vert(LL) 010 4-5 785 240 TCDL 7.0 Lumber DOL 1.25 BC 0 54 Vert(TL) 028 4-5 288 180 BCLL 0.0 ' Rep Stress Incr YES WB 000 Horz(TL) 0.07 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 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. (Ib/size) 3=170/Mechanical, 4=76/Mechanical, 5=318/0-3-8 Max Horz 5=121(LC 12) Max Uplift 3=-114(LC 12), 5=-75(LC 12) Max Grav 3=170(LC 1), 4=129(LC 3), 5=318(LC 1) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=259/263 Stale = 1.21.2 PLATES GRIP MT20 244/190 Weight. 24 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling direly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf; h=15ft; Cat. II, Exp C, End., GCpi=0.18; MWFRS (envelope) and C -C Extenor(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 6.11-4 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Bearing at joint(s) 5 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt --lb) 3=114 7) "Semi-ngid pltchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code " Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2017 A WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MI -7473 rev. IWM015 BEFORE USE Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for an indmidual budding component, not wttrusssystemBeforeuse. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing WOWshwysrequiredforstabilityandtopreventcollapsewnthpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUIPII Quality Criteria, DS849 and BCSI Building Component 6901 Parke East Blvd Safety Information available from Truss Plate Institute, 216 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type Oy Ply i• budding design. Bracing indicated is to prevent budding of individual truss web andfor chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal inryry and property damage. For general guidance regarding the LOADING (psf) SPACING- 2-0-0 CSI. 712667481 WP011i MG MonopddtGrrder 1 Z Job Reference (optional) Builders FustSource, Tampa, Plant city, Florida 33566 dl 7.640 s Aug 16 2017 MTek Industries, Inc Wed Dec 05 13 02 20 2017 Page 1 ID:ECa84dD Fal 2b8bRsQyPDysCZg•viUd?fdZu6d9ZaTSaZgRaOVHMgKulizKLMoOPeyBhhH 7-0-0 7-0-0 30 I I 4x6 = 4x6 II 3x12 MT20HS II Scale = 1:23.6 Plate Offsets (X 1)— 1:0-5-3.Edge,,. 1t0-0-0.0-1-14],_13 Edge.0-3-8] Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall i• budding design. Bracing indicated is to prevent budding of individual truss web andfor chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal inryry and property damage. For general guidance regarding the LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/def! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.09 1-3 >916 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.20 1-3 >400 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 69 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEDGE Left. 2x6 SP No.2 REACTIONS. (!b/size) 3=1044/Mechanical, 1=815/0-3-8 Max Horz 1=122(LC 8) Max Uplift3=-358(LC 8), 1=218(1-C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (!b) or less except when shown. NOTES- (12) 1) Ply to ply nailing inadequate 2) 2 -ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131'x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc 3) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10, Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C. En l., GCpi=0.18, MWFRS (envelope); Lumber DOL=1 60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads 7) ' 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 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 3=358, 1=218. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 454 Ib down and 146 Ib up at 240-12, and 454 Ib down and 150 Ib up at 4-0-12, and 456 Ib down and 164 Ib up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39380 LOAD CASE(S) Standard MiTek USA, Inc. FL CoA 6634 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Uniform Loads (plf) Date: Vert: 1-2=-54, 1-3=20 December 6,2017 WARNING • Varly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I•7e73 raw. 1d03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall i• budding design. Bracing indicated is to prevent budding of individual truss web andfor chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal inryry and property damage. For general guidance regarding the febncabon, storage, delivery, erection and bracing of trusses and buss systems, see ANS1rrPI1 Quality Criteria, DSB40 and BCSI Building Component I 6904 Parke East BlvdSafetyInformationavailablefromTrussPlateInstitute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Ply T126674e+ wP0111 MG Monophdm Girder 1 Z Job Reference (optionall Builders FrrstSource, Tampa, Plant City, Florida 33586 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert. 4=-454(F) 5=-454(F) 6=-456(F) 7.640 s Aug 16 2017 MiTek Industries. Inc. Wed Dec 06 13.02.20 2017 Page 2 ID ECa84dD_Fal 2bBbRaOyPDysCZg•viUd7fdZu6d9Za7SaZgReDVHMgKulizKLMoOPsyBhhH AWARNlND • Vorly doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I.7473 rev. 1 fY0Y201b BEFORE USE Design valid for use only with MmTekly connectors This design is based only upon parameters slm m. and is for an individual building component, not '• a Was system. Before use, the budding designer IVU31 verity the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent budding of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek• is always repumred for stability and to prevent collapse mth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI+ Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd Safety IMormaeon evadable from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria, VA 22314 Tamps. FL 36610 F—Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y4offsetsareindicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0_i411 For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of theroutput. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft -in -sixteenths Drawings not to scale) 1 2 K BOTTOM CHORDS 8 7 6 5 0 IX O S U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/ TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved 11111110 111111110 W1 0 M!Tek 10 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 General Safety Notes j 1 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, a g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the budding designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other 6. Place plates on each face of truss at each joint and embed fully Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. I 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator General practice is to comber for dead load deflection. 11 Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12 Lumber used shall be of the species and size, and j in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15 Connections not shown are the responsibility of others. 16 Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. FJ2 34-00-00 16- BCI 6000s-1.8 1 2 FJ3 27-00-00 16- BCI 6000s-1.8 1 2 FJ4 19-00-00 16' BCI 6000s-1 8 I I FJ5 19-00-00 16- BCI 6000s-1.8 2 2 FJ6 18-00-00 16- BCI 6000s-18 1 10 FJ? 17-00-00 16- BCI 6000s-1.8 I II FJ8 13-00-00 16- BCI 6000s-18 1 2 FJ9 8-00-00 16' BCI 6000s-1.8 l I FJ10 4-00-00 16- BCI 6000s-1.8 l I FJ9 4-00-00 16' BCI 6000s-1.8 l I BMI 17-00-00 1-3/4' x 16' VERSA -LAM 20 31002SP 2 Rml 12-00-00 1-1/8' x 16' BC RIM BOARD OSB l 8 Bkl 2-00-00 16' BCI 6000s-1.8 I 14 cp 38$0 d, 1 38-0.0 1 IFGD o; rf 1- 38-0-0 r 6EARIN6 HE16HT 5CHEOLLE Hanger List H3 IUS2 37116 Ht HTU26 NOTE5: t) REFER TO It T I ALL FINWAS (Mtl*b TOMES ME TALL" F 1 kMT a W MI FELTOEGLEDOROr, TO PETAL TRO) FOR ALROUTE DRAM EEQIERELTartS 5)ALL VALLEYS ARE 'ODE 0WE711104AtLT TEAM OT NCOEL ALL TOMES AO: OEWMD FOE I.c WA10M VA" fALE%OT FnM NOTED. 5) ALL CALLS*M ON KAM M AQ UWAOERED 10 ONE LOAD OEAO4 ME" OTNEMSE NOTED GL) ST4r 10MES "I DE I61ALLW fn THE TOP RDW K. 1) ALL t00F TOM WIGERS TO OR SOPSON M126 MOMMSEWTED ALL FLOOR M% TO OE W M MM t*Lf% OTWATSE WILD R) OUWEADEOLMEL (t013 TO OE O,Builders rsSource Orlando MONE407.O71-Zb0 FAX 407.071•Tm Plant City MONS 8I5-794.9471 FAX. OI) -772-T7)2 Ashton Woods a. 2406-1 Left N LNON Lot 72 V 1 8-3.17 Terry M IATOl4 0 M 50.E WALE FOR FAOOAIIONOF MWAS NO 7005 ALL MrOh AUNrURNAL Q OKI m MO IATOt(S ORE A)O AMMAL R TH51AT01T 451 dP R 0031'[D OFTODE ANY (EINES ELL N 04f ROY Ill umna77 TO Na AfAEWI owas THAT RL aur NERrrA CAW 10 T01 bp.wFrh W. O,Builders rsSource Orlando MONE407.O71-Zb0 FAX 407.071•Tm Plant City MONS 8I5-794.9471 FAX. OI) -772-T7)2 Ashton Woods a. 2406-1 Left N LNON Lot 72 V 1 8-3.17 Terry e RECORD COPY r City of Sanford Building and Fire Prevention Product Approval S 17 - 3748 Permit # Project Location Address SANFORD QFpAR'- tion Form 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.or4. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory 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 Corp Roofing_CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Florida Approval # Description include decimal S. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 6/9f2017 Florida Building Code Online I BusinessProfessional1 1 ulation BCIS Home I Log In I User Reglstration I Hot TOdGS Submit Surcharge I stats a Facts Publications FBC Stay I 80S Site Map Links Search RSI Ificl r Product Approval USER: Public User Product Approval Menu > Product or Acollcation Search > Application List > Application Detail FL;1 FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rlckw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE -43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan 3. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence F1.35000 R2 COI Certificate. Of Independence odf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https:lmoridabuilding.org/pr/pr appdtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSCM-i%3deh3d 1/3 6/92017 Florida Building Code Online FL15000 R2 Eouiv FL - 15000 Eguiv of Standards Ddf 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 FL $ Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 68 "Non -impact" Opaque Fiberglass Door with & without Sldellte(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.1.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FLI5000 R2 AE EVAL LS000.1.Ddf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. 'Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL 15000 R2 II INST 15000.2.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.2.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors and sidelltes, which have been stained or painted within 6 months of Installation.) 15000.3 c. "Fiber -Classic" or "Smooth -Star' 8'0 'Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FLI5000 R2 li INST 15000.3.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any F 1 000 R2 AE EVAL 1S000.3.Ddf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.4.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.4.Ddf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outcwing Inswing (XX Configurations) https://Ooridabuilding.orq/pr/pr app dll.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2/3 6J9I2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 11 INST 15000.S.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1S000.5.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "T' part number doors, which have been stained or painted within 6 months of installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 11 INST 15000.6.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.Ddf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors, which have been stained or painted within 6 months of Installation.) Dack Next Contact Us :: 2601 Blair Stone Road. TallahaRft ci 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 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 mail. If you have any questions, please contact 8.50.487.1395. 'Pursuant to Section 455.275(1), Florida Stables, effective October 1, 2012, licensees licensed under chapter 455, F.S. must provide the Deparment 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 &-a Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 45S, F.S., please click here . Product Approval Accepts: 130EM Credit Card Safe https:llforidabuilcing.orgtprtpr_app dU.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 3/3 OEM id! 2 C;; XY INTERIOR I Ull UW MAIL DOOR HOWZWAL CRM SECTION WaVOTH D" PANEL A 4= 131ED n n i T EXTERIOR lurgRIOR LATCH SnLE FIBER CLASSIC) 41! BID DOOR PANS Fiber Clcaec 0 M 0 1. U-i In IffiE —02/24/12 CAM N.T-S. 1C) VEMCAL CRM SEMON 7211 —C=) /- 2 G a fn JX o DOOR PANEL me n LFS FL-150 a3 W. —3. 12 0' VT GLASS 1/2' MIN. CLASS THK. 1/8" TEMPERED GLASS Alit SPACE 1/8" EEPERED CLASS 1 IQR INTERCEPT SPACER 29 SEE NOTE 1 5" INSULATED Cfec¢ WI PVC LITE FRAME "1NC D eu 1/2" MIN. CLASS THK 1TEWPEM CLASS 13.9319 MAX PANIL WIDTIi 7.125*MAX D.LO. WIDD SIDEUTE PANEL Smooth Star AIR SPACE 1/B" TEMPERED GLASS g 41 cc vv c ' I 1lORI20MAL CROSS SECnON 4 SIDEI/TE PANEL EI 41 m 2151--{ 168 —i 11.DC - j . •`;i.t r' f 1y 6 7A drYt 42 g8 R PLASnC LIP UTE AtAeIE C LIP LITE FRAME EXTRIlD! D PVC DORUOEO SNC i----107T -^{ IAS 2 vEwncsSIDM7E ANEELL N L47T- Sjloe;np for Ham X29 & /41 (lite frmne eerowa) Ls os fotloer. From the bottom up on sldex W.* 4Th (7) mon spaced at 9.675" ao. than are (2) eemws both top and bottom of 2.125' In from eachSIDELRETOP & BOTTOM RAIL %1 S7De BLANK SIDE STILE comer. ANGER JOINTED PONDEROSA PINE$0-0.43 FINGER JOINTEXI PONDEROSA PINS SO -0.43 pwftO2242t. 14j4 -MM. HAIL f1YP.) 2 HORIZONTAL. CROSS SECTION 7 MIN. TYp) T HORIZONTAL CROSS SECTION 7 Ea—l- 1. The sddant to dtroat set Into the jamb with (72) Rem 143 a 1B x 2' pilo. (rood screw. Thera are 4) of ooeh wrtleal Jamb, from the top down at 115', 31' 48.5' & 66'. Mere cre (2) of the header at 4' from the outside comers of the frame. Then am (2) at foe stlt, 4' from the onside eom"t. I s ID 02124112 t N,TS 99 en J1C c a: LFS 3 oars ADA A.—i5000_T n e S MASONRY OPENING ANCHOR NOT13: 1. Con orbtw-,.ftfmrom=nx/be•a*ufedtomo6bynthemrL 2X BUCK edge ddranee to mortzrjoinh. 2. ConcrafeondwrlocapomnoWcu JVAx.ONCBMirnvWbeadJdedto malntate ttte mfn. edge dbtonce to nkrkv)D Cc oddNoncdeonamt a cuxi a maybe regrded to entre the %tAx ON C04Wdbneneton are not exceeded. 3. C bIlcrete ancharteftw A bio -+:• c: -; B. LLIONVIYN w . 1t •tN 6DtifEF1%•'• A 941.,ozr49:1 ITW TAPC:ON / 1 FORMASOt1RYERENCE OPEMt4G 1 1 A 11aMULUON)l JAMBS SHOWN FOR 11 t+++l o oe REFERENCE 11 n 2 II 11 II 1 II2xBucKIl1fl iNi BCS II II 1 ASTRAGAL II 1 SHOWN FOR REFERENCE II 1 SHOWN FOR 02/-24/12 II 0 REFERENCE ad cMe II 1 )Ics 1 II 8 II 1 II 1 3 CInnlletanMeIa1PYll.ln I( 1 II FL-t6000.J o OQUOLE W/SIOEI tree BUCK ANCHORING S MASONRY OPENING ANCHOR NOT13: 1. Con orbtw-,.ftfmrom=nx/be•a*ufedtomo6bynthemrL 2X BUCK edge ddranee to mortzrjoinh. 2. ConcrafeondwrlocapomnoWcu JVAx.ONCBMirnvWbeadJdedto malntate ttte mfn. edge dbtonce to nkrkv)D Cc oddNoncdeonamt a cuxi a maybe regrded to entre the %tAx ON C04Wdbneneton are not exceeded. 3. C bIlcrete ancharteftw A bio -+:• c: -; l:c t.44 UU-mak •, w . 1t •tN 6DtifEF1%•'• A 941.,oz ITW TAPC:ON / 1 ELCO LTRACON 2x II`SHOWN HFOR ll 49 REFERENCE II TYP. HEAD II ac JAMBS I I II 11 II II II II II II II II II l l JI11 I I MULLION `' I I I SHOWN FOR Il REFERENCE Ii II it Il MASONR OPENINI 2x BUCK 941.,oz1Sj s 1 1 it1 t+++l o oe7YP. HEAD R JAMBS n 2 vqz1CLiNi BCS 1 SHOWN FOR REFERENCE to C 02/-24/12 1 ad cMe1 NA JK 1 3 CInnlletanMeIa1PYll.ln MASONR OPENINI 2x BUCK n 2 to C 02/-24/12 z° N.T.S.smb i NA JK an LFS 3 a FL-t6000.J o rf r tot rrir*1t1 0tea1&3r4adr ms I g .. 1n ! BOTTOM F 3 Z 27 S 3n V Typ 27 TTP. TYP. e • • • • • X y q nos 3.?s G 0.75 1.410 Y n 0.73• r` . R u&r —i i— SEE NOTE 1 B 6 1O 0 iL CAL DM o.¢ m o1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP ,0( ooc AND THE BOTTOM orvioo wu FL -15000.3 u mo 1 cr 12 0 THERMAITRU Ile IMeufTwrwL M, eGOO m. ON 4x917 FIBER CLASSIC'/ "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR 9JO*IMPACr 1. lint productAta been evokx& d artd kln conqimlm wilh foe S$t 6drlbn PMA) Bodda Eutift Code IRCi shueMol nl4tiranatb irlodvtp the fyh Vefodty HIrlSctnte n piVl. 2 Prod)d onchumtall berm Wed and smced astwrm m detdli MdtorenbedrrwW to bosh merterid shoo bo beyond wol dip erAxam 9. lyhen use A 0te'IMsl• b piodua k regtAad to be pmteefed wOh m Ir>rpa atresdant mvwbgt that mm k9 yaBtSee9on 1016 of Ste FEC. I. ftsmsed to mem afte of the'9VW regWnswnd bome deals p,oledion 1Nt Product's mqukedtobeprotected wlfhonhpodredskmtcoye tg1hate mplswlthSadion1609a2of fm ma S fbr2t dud km tg eownx5manehomg or ttRro tanbshal be the sarR osiFtctstrowss far 2t butt rmarrycomIrmilom dMec rdflarsDWdeviatetomthedatc0hctlidsdawbtprepinefif9wenomoft0000)oby a kerusd rt Vbm a reFIved atd*acl. 7. ft protwd does not mW Ile water kdltottn mqufemwft for the InVW. Wwfip tms dtal be tulcged orty in nmilobldbte alcor or of t obdabje looLtHonr plotecled by an overttong or canopysmh thaflhe angle between the edip of canopy v ovwhatg to A b tea thon IS degrees. 37JVMA1f. 1 owuu FRAW b D SEE On -UL A•/ SHM 6 S DOUBLE ty/90ELtfE INSWNG LINK wore 0 TAtrEGf LbId1FNII SNEER D=ALPBON j ro,d pressfoes6penrJdnates 2 Door deto3s a dddh(FibardossM 4 gd*Jta PMW defdbA 008V ON& S Vadjmlooatedlora 6 dClassse 7 INorbnttd=uwcUws 8 enetc 9 Flamealdoo 10 Franc 11 AVTQaWd&= IZ walmigaft&COmponert 37JVMA1f. 1 owuu FRAW b D SEE On -UL A•/ SHM 6 S DOUBLE ty/90ELtfE INSWNG LINK wore 0 r _ac^=F a,:...---'----`- _•_w - yam Now PEML W/ SHPQ 6 S 5 mmylga Lw 60.0 1 -60.0 I PL -15000.4 I a) HORRONM CROSS SECTION 2 DOOR PANEL uTCN srn.t: s4 TOP RAfLsuoDTNslnR) n,,R) 7 56 HlN6f Spl£ BOTTOM RAIL 2 VERTICAf, CROSS SECTIO Y.ta M.T,S SNOOTN 6TAR) SMOOTTI STAR) 2 DOOR PANII use ro fi( wui r 1 R FL -400D.4 3Cr_Z_of1•L O 3dWMAX DOOR PA MVMTH 2 11 -v g ,a N NN o, n DOOR PANE, Smooth Star a) HORRONM CROSS SECTION 2 DOOR PANEL uTCN srn.t: s4 TOP RAfLsuoDTNslnR) n,,R) 7 56 HlN6f Spl£ BOTTOM RAIL 2 VERTICAf, CROSS SECTIO Y.ta M.T,S SNOOTN 6TAR) SMOOTTI STAR) 2 DOOR PANII use ro fi( wui r 1 R FL -400D.4 3Cr_Z_of1•L O 2 SEE NOTE 2 VMCAL CROSS SEMON 2 VWRGL CROSS SEC770N 5 5 5 S 3 VERMAL CROSS SECTION V Shown w/tx sub—buck OP7fOML SURFACE BOLTS ON ACINE PANEL SEE DES" PRESSURE CJtAftT) q o 1. The a7deft M d&wt set Into the jamb with (12) c a Item /43 a IS x 2' pft wood screw. Then are (4) o 0 at each vertfmt jamb, from the top dawn at 73_51. 02/24/1231', 485' At 66 7here on (2) at the header at sm-e N.TS4' from the outside comers of the frome. than ore OM Q JK s2) 113 a p8 x 2-1/2' pfh. mod stmt at the s87, 4' from the outefde comers Z n LFS 2. OPTIONAL SURFACE BOLTS ON AMC PANEL oeams to, FL -13000.4 ° SEE DMMi PRESSURE CHART) u 38 t, •jt g i QiS1AK 13 ait gs;1'C FSS SEE N0 t 1. The s;dv))ReIs dhect tseLRo the jamb ''', with 143 s x 2' h. Weed e s screw. Then are (4) at each vertloat 4 ti z jamb ham the top down at 13.5, 31', 4a r h 66'. There are (2) at the header ACTIO 4 A o of at 4' from the DUb1de aomM OI the Ci. n.. frathornon are (2) Bea a /6 /2' x 2-1 I i: m r sy.;f., r pfh wood Dvew at the aA 4' from the ti ?G1y.:l f eztOutsidecomers. ggo 1M MOR 41 29 35 r7 t6 OPTIORAL SURFACE ACMT PANEL u1IEE09MCHPRESSUREGUAR* o lEQE'1iffi8 r3-'\ 3 l HORlZOMAL CROSS SECTION 6 I 22 ntel.,w. 3s c ac 24 E8 u 6 7 27 SEE NOTE 1 MCTIME ACMT91 10 C1 Iv Lt 1J j t 44 S6 a 4 11 FV° 8 10 37 43 02/24/12 g sc" N.T.S. 9e to an W 8 HOP Z014TAL CROSS SEOWN HORIZONTAL CROSS SEMON os Ma It 6 FL^1500x4 u cM .al w MASONRY. OPENING ccKcmTE 1. Coe aCcNEe: t the comers nW be oersted to mobdoln the mh edge dBtance to mortarjdnts 2. Concrete anahorboations noted cm MAX ON CtN wmurt be adrisfed to makd&n the mbedg& dbtance to modcr jc&ds. addlibnot concrete orches may be requbed to enrage the 'MAX ON C94W duneneon oe not d=eeded. I Conmfe anehartaOta: ITW 2e TA ON' 1/4` 1-7/4` 2- 6 I`ro 11LTAACON 2X s'zl- -1 rl 61 IIIITYP. HEAD 4' 8>34 - r1- II II I II II MUWON II e fI 38I I TIP. HEAD ' ww7 I I II REFERENCE II u II u u II II POD4GjjTYP• mw ID I I II & JAMBS II `ASTRAGAL 1 i II , SHOWN FOR 11 II 6 REFERENM II 2X BUCK II D II II B II MULLION D MUWON-11 1 11R SHOWN FOR 1 SHOWN FOR II D II REFERENCE D REFERENCE II aIIBII is t.T t I 11 d wan ix m' II D 11 Y.T II 1 it 011B.c DOOR W4cZ0= BUCK ANCHORING 4. _ MASONRY. OPENING ccKcmTE 1. Coe aCcNEe: t the comers nW be oersted to mobdoln the mh edge dBtance to mortarjdnts 2. Concrete anahorboations noted cm MAX ON CtN wmurt be adrisfed to makd&n the mbedg& dbtance to modcr jc&ds. addlibnot concrete orches may be requbed to enrage the 'MAX ON C94W duneneon oe not d=eeded. I Conmfe anehartaOta: ITW 2e TA ON' 1/4` 1-7/4` 2- 6 I`ro 11LTAACON 2X s'zl- -1 rl 61 IIIITYP. HEAD IIJAMBS II II II I II II MUWON II e I) SHOWN FOR I I TIP. HEAD ' I I REFERENCE I I 11 I II )I I I MULLION I I I SHOWN FOR I I Q ry o II REFERENCE II u II u u II II L A z Ile e TIP. HEAD ' nli pli.IU%% Y: n C OJAMBS D SHOWN FOR REFERENCE L 4 s = a 1 i ed`s j89a B 1 N D02/2,1/12 Gr+I r IlOUBfE DOOR BUI[_:K ANNCHOR114C A FL—td00O.4 e 0 e 4 F i mo D02/2,1/12 St.T wan ix m' FL—td00O.4 e 0 MASONF OPEN)h FRAM 2X 5Uc VIEW 'A' -'A' g' --n r— A' musLE Dom cam CONCRETE ANCHOR NOTES i. ConcmfD oncWbcalom at tAe )omen maybe abated fo frtabtlotn Memin. edge cwmce to motlarjolft 2 Conoeb an11tor1ol:alonr Hated or'AM7L ON CE14JHi' multlfe oliJuated to malfttah Me MM odgo cGWGW0 tofrwft)olnt add5onol cwxmte oAdM maybe roglfiTrd 10 emus the 7"X GN CH4W c m wvbn = fiol exlxedlzd i ConoWsandrortnbte: Itw a VIC t•1/r p 4' iAl'IaDN TAPCON. 3/ir 1.1/r r WOOD SCREW OtSTALL!T!N Nrnt4 1. Mofmo9T a mhRfwm 5/B'wipe drfance. 1'ItttddSbnoe, 6 1*=:pocfig of Woodraewt topmventttlerpitRftgotwooct THES& (2) ANCHORS REWD ONLY WHEN OP > 47 PSF v: FS j EE 13 OPENING W" B DETAIL '2' yP w/fx eucl STALLATID FRAME TIP. HEAD a I IAMBS a BI10t yK SUCK N T1. v BuexNN ALL 14 c 43 TIP. Hfi10 a TYP. .+ WBS O M= SEE DETAIL 'I' a• `, TYP. SLL 74 I t musLE Dom cam CONCRETE ANCHOR NOTES i. ConcmfD oncWbcalom at tAe )omen maybe abated fo frtabtlotn Memin. edge cwmce to motlarjolft 2 Conoeb an11tor1ol:alonr Hated or'AM7L ON CE14JHi' multlfe oliJuated to malfttah Me MM odgo cGWGW0 tofrwft)olnt add5onol cwxmte oAdM maybe roglfiTrd 10 emus the 7"X GN CH4W c m wvbn = fiol exlxedlzd i ConoWsandrortnbte: Itw a VIC t•1/r p 4' iAl'IaDN TAPCON. 3/ir 1.1/r r WOOD SCREW OtSTALL!T!N Nrnt4 1. Mofmo9T a mhRfwm 5/B'wipe drfance. 1'ItttddSbnoe, 6 1*=:pocfig of Woodraewt topmventttlerpitRftgotwooct THES& (2) ANCHORS REWD ONLY WHEN OP > 47 PSF r— j 11ASONRY 13 OPENING W" B t+ yP w/fx eucl STALLATID FRAME TIP. HEAD a IAMBS a BI10t yK SUCK SEE DETAIL T1. v ALL 14 4001 IN 104 Was 0' L. A• YIEW at 1' SW= DOOR WJSjQ 13 49 JO JO W/2x BUCK , 0 INSTALLATION 1 31 13 wtxBuK T ALUTION DEVA '3• DETAIL 12' ASTRAGAL h SURFACE DOLT STROKE PLATES ® HEAD 13 1 31 13 e 0 30 DETAIL '1' DE•rut '4' SURFACE BOLT STRIKE PLATE 0 THRESHOLD rNx r!g trfijnt A 8 0 c AIc V rc Ie 02/24112 i luo N.T.S. c m .IK e K :n Us wx mu FL -15000.4 r A' MASONRY OPENING FRAME 2X BUCK SE DETAIL '3' Ul NEW '8'-'9• W IXJURi F DODR COt fCetFTfANCNOR N0T6: 1. Concrete Ono wrbmtiors at the comers moyhe COUted?a rnohtah the mkx edge cBtcnee fo morfoj;o h 2. CotmtomldWbeofemnoladas*M"ONCagWmtafAoa*nfodto Mdbtc4 r the n fit odge dfdonce to mortar joM aWf)oncIconcafe andlofs MY De requbed to efmce the WAX ON 0i,1 Ti•dhwsfon aro not su adecL 3. Corcete id orfabW gyp- R - 'co' * f i7Rli - _D7IEr c-*. a rn£cL_:.-.T I1vV o 1/P 1. 14- 2' TAPCON IIIY TAPCONe 31)L' 1-1/4• D SCREW PWALLA110r! NOTt1" 1. Ma o m6tLnum ;/8" edge dstanee, )• end dlstonoe 3 i' o G a1 wood s news to prnwnt the spi%V of wood fV FRAME, 2X SLICK - SEE DETAIL 4' 17 TYP. NFAD tk dAttB4 - STEF: C D NL i4 TIP. 51U. 49 p 30 1Y/2X BUCX 13 0 INSTALLATION 37 31 W/IX BUCK 48INSTALLATION DETAIL "z' ASTRAGAL & SURFACE BOLT STRIKE PLATES ® HEAD 31 J1 0 30 s J0 DEWL "1' SURFACE BOLT STRIKE PLATE 0 THRESHOLD 91 A.-13000.4 n 1Q c 12 FA fUr 16Blr ism 3D.6T 1Bb' 1433 F loll v z7 T 11a. t91tr TY. vjr l G D.7s Lvs ons, -IE -- 4 SEE NOTE 1 a 4 dd 11IIO O F 8 NOTENOTEn AMAGAL DETAIL ooe O 4 t2 g rtrs e' arc .a LK n 1. THEAND ASTRAGAL. 8017 FIRS A 3' THROW A7 THE TOPAND ooc ea7HEBOTTOM. LFS a R.—rS00Q4 AL AZo a m' LEAF07JON farfr aAtsc f1Wtt oat uec tIa faaLaAss e'r nrtxw ner r% YkV mmya M.aMM pe upowm RR owwr4fit r an jat.MaDD I>btAaA rx moo oavPosrrE FC war R M08Y 516E STrO43 S M mmu BIL mm cmatism rOUiIfDIYO: R)W 19Un FOW 7 C WRISMW 14fARe3 7A ODf 0 talc CmaRf,SON r 1 NNGE A77r BX 10 IOr74 QPI86000 SMV 1f LtaSOIOY _ Ol7A00 PSI OL womr auanw w Aa 3Df ov flOi 510of ooNoarin m Asnr Wo cahum 10 r z LG MR IAW SMV S1L77 I z W, tG pin 6000 Scw Sila N t r 2-JAr O1r FM 9 19 SLEl0i BDlW1Y e001.OSO DIIRUD[D 1A10L NJAt imx 56 1- om RtlOD 17 ftt f 4' AGO Rnal L= - 9ilAftii 2w t SIIr IO IeSNSRr SUM IMMAUD MOM= ME 1Wtpp AL-SIW4Y AW SL' -0.Ai IIDOD 22 INRt JIYB P SAO. tptp tl S7cNA 2. MUerICAAE 24A AS71 " nAW BW win ftfAM aW RFAAEB At1UM x alar sr • xoao 0 r f-1 LG P#4" ShwNu1RTAlSm ROM DOOR BMW MW w S -Ie r t-3 PlOILFS iiA Sm OR m Iml yn 30 AAfACE ym 10 r 2-1PMUM samf y 1 O AMT EVE MK -e - PL4Ax: IAL PM 36 P.M LP WE FAW ma eA* JO® POQ, W73:D 37 t0 r 1-3 ! 1Q PPII WOOD SCM 38 114', 2.0 4 PfM MW Ox fAY CMCAT SMDY is 7 r AM P.7/ Wh'CEJI SOBA y 40 SiCM 755 SMOK 0-10 r 1 1 PINS31 STLB. M74 PA MWW FRE 50-agi 43 e r Y Lt. MN WOW ScRor Sm 44 3 r Jlr OLWRM ? R11RlD PYKLY imm mrIW1W AL f L r A40• al 8210 >ld4 MAIL Sm 6 6S AWACf e0V L454 .25 SMSr>•S 47 t 20 SOf 8'x.1 6 1 -00 fHAYE 9p 3 6 r 3-1 ORVIQE SCRDf 5 49 Awn KOUE Sim 114- 13-114, MN PfN Sou MP im60CJ C043Qi1 ssSS u Ia.Of S7AE 30.443 57 153 RAL I NDW C4NPm q( Ur JL 49 SURFACE mr ONES.. SC SURFACE BOLT SMW PLATE ! 12-9' MrM 1 LIT IJd 2 2 WWII ER!UF F)Ir•ER JOINTED POW PO54 DM& SC+ -0.4.5 @ -NSWNG OOOR Fran I SWEEP WNYL.080' MAX 04L.. 0.75 UM WALL. FUY 19 SY7F dilnfCilYP eADME 1Uwmrrll, ALUt/MLIA4MNYl-D q el! 15 INSWING 51OEi%1'E 080' TML WAII WM/ 7YP A0T7OM MOT 0.09' FXIRUDED WML WALL JIF 4 or t o a os 02/24/12 9ucN.TS g L a lFS = i carie FL-1$WM4 e r ar IZ, erIl p R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Doc 2310 vohico, FL 33595 Phm"c a 13.659.9197 Plmida Dab arPmrudooal CndrKac Cminmte of Auchmir2doo No. 9913 Product RePort PLO, Test Standard TEL 01460337-A,B,C Caateteg cry Sub Categoryt ASTM D2843.99 Manufacturer Product Name t'-xom Swinging STTS00001 Therma-Tru Corporatlon liber Claseto' / "Smooth Star - Doom Exterior Exterior Door ASTM 131929-96 118Industrial Drive 8V mewing w/ and w/out 81delitae ETC 01741-10703.0 Assemblies ETC; 01-741-10593.0 Edgerton, OH 43617 Fiberglass poor TAS 202.94 TEL 06-1031-4 TAS 202-94 Phone (410)298-1740 Non -M eat' coops: This Is a Product Evaluation report Issued by R W Building Consultants, Inc, and Lyndon F. Sghmldt, P.E. (System ID ff 1998) for Themra-Tru Corporation based on Hu(e Chapter No. 6iG20-3, Method 1 D otlhe Stale of Floddrt 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 L/mitaUons: manufectudng or distributing the product or in any other entity Involved In the approval process of the product named herein. 1. This product has been evaluated and Is In compliance with the 6th Edition (2014) Florida Building Code (FBC) structural requirementsIncludingthe -Filgh Velocity Hurricane 7Ane° (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressingorstucco. 9. When used In the 'HVHZ" this product la required to be protected w1h an Impact resistant covering that compiles with Section 1628 oftheF8C. 4. When used In areas outside of the "HVHZ" requiring wind borne debris protection this product 1s required to be protr/etod with an impaotresistantcoveringthatcomplieswithSection1609.12 of the FBC. 6, For 2x stud framing construotton, anchurhrg of these units shall be the same as that shown for 2x buok masonry construction. 5. Site condlflons that deviate from the details of drawing FL-150DD.4 require further engineering analysis by a licensed engineer orregisteredarchitect. 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 oroverhangtosillIslessthan46degrees, S. See drawfig FLA 5000.4 for size and design pressure limitations. Sup olt/nq Documents: 1•Test RePort PLO, Test Standard TEL 01460337-A,B,C ASTM DM-03,ASTM D1929-96 Anchoring RW Building Consultants, Inc, (CA 411813) ASTM D2843.99 TEL 01480336-A>8,C ASTM D636.03, ASTM D1029.96 Quality Assurance ASTM 132843-99 STTS00001 ASTM 026.96 16427-107362 ASTM E84 -00a ATI e7608.01.106-18 ASTM 131929-96 ETC 01-741-107014 TAS 202-94 ETC 01741-10703.0 TAB 202-94 ETC; 01-741-10593.0 TAS 202-94 TEL 06.1031-3 TAS 202.94 TEL 06-1031-4 TAS 202-94 Testing Laboratory Signed by Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E, Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Troploal Teating Omega Point Laboratories Architectural Testing, Inc, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lna. Drowlnao, Prepared by No. FL 1'5000.4 RW Building Consultants, Inc. (CA 09813) Calculations Prepared by Anchoring RW Building Consultants, Inc, (CA 411813) kA ' ASTM El 300 Glass Load Lyndon F. Schmidt, P.E. tti< ,•,:1+ry T h + Quality Assurance o ;, Certitlrate of Padloipatton Issued by National Accreditation and ManagemedYInstitute , oertilying that Therma-Tru Corporation Is manufacturing products within a quality assurance program that complies with ISOAEC 17020 and Guide 63 j, V. Sheen oft f?. Lon Hicks, VP Operations William E. Rtdh, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Slaned & Sealed by Lyndon F. SchnddL P.E. F. Schmidt, P.E. Lyndon F. Schmidt, P.E. FL PE No. 43408 2/2/1016 0 r Florida Building Code Online Page 1 of 3 Product Manufacturer MI Windows and Doors Addnss/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsltlinger@mlwd.com Authorized Signature Brent S1Uinger bslUingerQ;rmiwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sllding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luls Roberto Lomas Evaluation Report Florida Ucense PE -62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Staven M. Urtc h, PE Validation Checklist - Hardcopy Received CorUBcate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Yoar AAMA/WDMA/CSA 101/I.S.2/A440 2005 Edd affirm that there are no changes In the new Florida Buflding Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes 0 N ON/A https://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 minim Do NP~,j eas Homo I LM In I User Fephnr Uw I MW Teplcs I subnn surcharge I sots a rads j PULllrstion5 I Fac Star I eas sae Map I Uma I sesnr I Bus1nes Pr essi - I Product Approval USM hbecUw Regulation Pbdirt Aeaeval Manu > PreduG er Aadbllon Se•nfi > Avanc-a len Lint > Application vo dl FL # FL1S332-R2 Application Type Alfirmetlon Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Addnss/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsltlinger@mlwd.com Authorized Signature Brent S1Uinger bslUingerQ;rmiwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sllding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luls Roberto Lomas Evaluation Report Florida Ucense PE -62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Staven M. Urtc h, PE Validation Checklist - Hardcopy Received CorUBcate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Yoar AAMA/WDMA/CSA 101/I.S.2/A440 2005 Edd affirm that there are no changes In the new Florida Buflding Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes 0 N ON/A https://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online FLIS332 RZ COC F1.15332-COMP.Ddf Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Data Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summary of Products Page 2 of 3 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"xB0' NON- Installation Instructions REINFORCED Limits of Use Installation Instructions Approved for use In HVHZs No FLIS332 RZ 11 08-00 00C.odf Approved for use outside HVMZ1 Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN F1 15332 R2 AE S10807B.adf 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 FLIS332 R2 It 08-00498C.odf Approved for use outside HVHZ.• Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant-. No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 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 EL15332 R2 11 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUM ENT FOR DESIGN F1.15332 R7_ AE 512968Apd PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLM32 R2 11 08-02Z49A.odf Approved for use outside HVHZ: Yes Ve"Red By: Luis Roberto Lomas 62514 Impact Resistant- No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Mor: REFER TO APPROVAL DOCUMENT FOR DESIGN FL.153 2 R2 AE 512969A.Ddf PRESSURE RATINGS I 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 HVHZs No FLIS332 R2 II 08-02250A.odf Approved for use outside HVI1Zs Yes Verified By: Luls Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512970A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 969X96' Limits of Use Installation Instructions Approved for use In HVHZ: No (11 332 R2 11 08-00499C.Ddf Approved for use outside HVHZI Yes Verifled By: Luis Roberto Lomas 62514 Impact Roslstants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Othen REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108068.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' ALUMINUM SGD haps://www.floridabuilding.org/pt/pr app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: No Ft15332 R2 II 08-00501C.odf Approved for use outside HVHZi Yes Verified By: Luis Roberto Lomas 62514 impact Resistants No Created by independent Third Party: Yes Design Pressures N/A Lvaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL1533Z R2 AE 5108088.odf PRESSURE RATINGS I Created by Independent Third Party: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143'x80" NON- REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ* No FL 15332 RZ IL 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lamas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS33Z R2 AE 5108090.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SW 143"x96" Units of Use Installation Instructions Approved for use In HVHZ: No Fl 15332 R2 P 08-00503C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto lamas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510810B.odf PRESSURE RATINGS Created by Independent Thlyd Party: Yes aedc Neat finrect Us :: 1940 North Momm Sheat Taliahassas Fl. 32399 phone: 950-487-1824 The state of Ronda k an AAMM employer. reewtoht 2007-2013 State of Flm.da.:: Afticy SAxtamsrA ii A s aStatement:: Bkpt Undo Florida bw, enroll addrassaor are public rewrds. U you do not want your e.mdl address rdosed In response to a publlo-reoords request, do not sand decbonlc mail to this entity. Instead, contact tins dllco by phone or by traditional mail. If you lava any quaWons. pleaso contact M467.139& "Pursuant m Saction 455275(1)), Fhmtda SUtutes, dkcgve Odobv 1, 2012, k&GUS erm d under Chapter 455, F.S. mot prwAds Uns Dopeft—lit Nth an em ll address If they hero one. Tins amass orwided may be used for olfidd communication with the Ummsi. Howwm anm0 addressor are public record. If you do not wish to supply a personal address. plass, pm%,Wa the Departni t with an erm0 address w" can be mado avdlable to the public To determine If you are a licensee undo Oraptar 455. F.S., photo dirk hZ, Product Approval Acceptor Credit Pcnr.l SAFE- https://www.floridabuilding.org/prlpr app dtl.aspx?param--wGEVXQwtDgtH8572gvdWl... 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 MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WMERE 1X BUCK S NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd -1.6 WAS :JSED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL- ,RRUDED ALUMINUM 6063—TS. 6. UNITS MUST BE GLAZED ?ER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR :NRH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/18' OR GREATER OCCURS MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4'. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO S EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTMCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE J10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. =0R ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WI17H SUFFICIENT LENGTH TO,ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. TOR ANCHORING INTO M_TAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYONO STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO 9E CORROSION RESISTANT. 14. INSTALLATION ANCHORS SF:ALL BE INSTALLED M ACCORDANCE WITH ANCHOP. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF 0-0.42 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 180A. 33KSI OR ALUMINUM 6063—TS 1/8' THICK MINIMUM 15. APPROVE) CONFIGURATIONS: OX, X0. XX, XP, PX, XIP. PIX TABLE OF CONTENTS SHEET NOA DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS I Atv I ocmwnow I DAR I •Naso 1 I A I ADDED FLANGE AND FIN WSTALLATION 1 12/10/13 1 R.:. SIGNED: 12/162013 MI WlNooww. CROSBY RD LLC `\``\gL1 111Iij' CARROLLTON, TX 75006 •yAGEMSR SERIES 42D SGD REINFORCED WITHOUT ADAPTERGw4T(;6WBFZ— V.L. 0 * 96" xNOTESS OB -02249 M" NTS IDAE 10/30/13 Ipml OF 10 9 N FR HE SERIES 420 SOD REINFORCED WJTHOUT ADAPTEA EXTIEROR NEW DESIGNPRESSIIAERATWG ANPACrA47m t35.OPSF Alops: W1THE-14rSILL SEF CHARTS Y7 AND /Q FOR OTHER LMM RATOJSS DESIGIVPRESSURERAT" MfPACTRAnAG t25.0148.6PSF AONE WRH /-f?SILL SEE CHARTS IHAND 04 FOR OTHER UNITS RATINGS CHAATff WRH24AIrSILL WHERE WATER INALTRATIDN RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET i 6, MAX 0•den Pmrmr ~ (µa' AN AN •M N At 2" aaA ao !eA aloo7200 N.00 !am Pw I Ny I Pw I Hep s40 40-0194 wA aDA {40 0 0 w { IaD wD 430 SQ! IEO wa 37.1 27.1 O.O ".81 1 36.0 0 CHART 02 WRIT AtAl2•SILL WHERE WATER WFD.TRATION RESISTANCEIS ACTAEOLOREA SEE NOTE 9 SHEEN Deafen promom Dlmrt (Pop Tao no 4" L000 72m Ia00 Pm MegPm Nee Nee Pm g I40 Ss. A. 50.9A 12.0 420 S" S5.2 us w.o {7.0 ]9A a•.• aA su• v./ w.1 we tao !•a x/ 7aD ossa mw OA1f I A r•Wm ADDED FIANCE AND FIN INSTALLATION 12/10/13 1 R.L. CHART0 WITH I-wSIu WHERE WATBt WF271RAT 10N AESlSTANCE IS AEOUTAED. SEE Namo SKEET f Dns7en Preffie• cAuf" w v1sNadI mo xo !u .o seoo m • Pas Nee Pm Keg 011 Ng Pm eg 0 25.0 RA 25A {1.7 a5.0 37A 240 7l4 R 35.2 2SD 722 L30 R 3111- 2Lb-t 3 SO- MAX FRAME WIDTH 1001 W. CROSBY RD CARROLLTON, TX 75006 ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 15 SERIES 420 SCD REINFORCED WITHOUT ADAPTER 96' x 96' FOR NUMBER OF LOCATIONS REQUIRED 8• MAX mlarre 6' MAX srA1c a7[ satx NTS 10/30/13 2 OF 10 LAX AME IGHT L 8' MAX SERIES 420 SOD REINFORCED WJTHOUT ADAPTEA EXTIEROR NEW DESIGNPRESSIIAERATWG ANPACrA47m t35.OPSF Alops: W1THE-14rSILL SEF CHARTS Y7 AND /Q FOR OTHER LMM RATOJSS DESIGIVPRESSURERAT" MfPACTRAnAG t25.0148.6PSF AONE WRH /-f?SILL SEE CHARTS IHAND 04 FOR OTHER UNITS RATINGS CHAATff WRH24AIrSILL WHERE WATER INALTRATIDN RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET i 6, MAX 0•den Pmrmr ~ (µa' AN AN •M N At 2" aaA ao !eA aloo7200 N.00 !am Pw I Ny I Pw I Hep s40 40-0194 wA aDA {40 0 0 w { IaD wD 430 SQ! IEO wa 37.1 27.1 O.O ".81 1 36.0 0 CHART 02 WRIT AtAl2•SILL WHERE WATER WFD.TRATION RESISTANCEIS ACTAEOLOREA SEE NOTE 9 SHEEN Deafen promom Dlmrt (Pop Tao no 4" L000 72m Ia00 Pm MegPm Nee Nee Pm g I40 Ss. A. 50.9A 12.0 420 S" S5.2 us w.o {7.0 ]9A a•.• aA su• v./ w.1 we tao !•a x/ 7aD ossa mw OA1f I A r•Wm ADDED FIANCE AND FIN INSTALLATION 12/10/13 1 R.L. CHART0 WITH I-wSIu WHERE WATBt WF271RAT 10N AESlSTANCE IS AEOUTAED. SEE Namo SKEET f Dns7en Preffie• cAuf" w v1sNadI mo xo !u .o seoo m • Pas Nee Pm Keg 011 Ng Pm eg 0 25.0 RA 25A {1.7 a5.0 37A 240 7l4 R 35.2 2SD 722 L30 R 3111- 2Lb-t 3 0%110 fill///, 1001 W. CROSBY RD CARROLLTON, TX 75006 5 . • • • . 11 fir, -,GEJV O-- d oSERIES420SCDREINFORCEDWITHOUTADAPTER 96' x 96' ELEVATION TATE OF • O • p O 11 // 111 mlarre o110 1a • y:20R1 08 A srA1c a7[ satx NTS 10/30/13 2 OF 10 s e s e IIA e e e s s us w.o {7.0 ]9A a•.• aA su• v./ w.1 we tao !•a x/ 7aD ossa mw OA1f I A r•Wm ADDED FIANCE AND FIN INSTALLATION 12/10/13 1 R.L. CHART0 WITH I-wSIu WHERE WATBt WF271RAT 10N AESlSTANCE IS AEOUTAED. SEE Namo SKEET f Dns7en Preffie• cAuf" w v1sNadI mo xo !u .o seoo m • Pas Nee Pm Keg 011Ng Pm eg 0 25.0 RA 25A {1.7 a5.0 37A 240 7l4 R 35.2 2SD 722 L30 R 3111- 2Lb-t 3 CNAArsa 1447147.1/1'61LL WHERE WATER INFRTRA IXW RFSASTANCE IS NOT AEOMEA SEE NOTE 9 SHEET T Dmign pf"mrs eAars &4 ane F=&l@ TbWFl ) 7to a o 42.0 Tsm 00 POs I Ng I Pm I Ng Pm Ng Pm Ng 0 aT3 72 1.7 u] 37.4 77.! 31.! 34A ue ms 2 OLP 37a =;a 7a 3 a0 3 3 1 ] . CHARrrIlf YOIDM Oi•DC1W/OgMemrepdred STpb iYnel4i0 TOtN14M/Na2le am vo ao m) ! no 0 Sao NLS ArDO NIS AmD Nis e!A 1 s a • s a a s eao 1 e s e • s L e Iso 4 6 L Lail' 0%110 fill///, 1001 W. CROSBY RD CARROLLTON, TX 75006 5 . • • • . 11 fir, -,GEJV O-- d oSERIES420SCDREINFORCEDWITHOUTADAPTER 96' x 96' ELEVATION TATE OF • O • p O 11 // 111 mlarre o110 1a • y:20R1 08 A srA1c a7[ satx NTS 10/30/13 2 OF 10 s e s e IIA e e e s s 120 7 3 3sA Iaj 1 asa CNAArsa 1447147.1/1'61LL WHERE WATER INFRTRA IXW RFSASTANCE IS NOT AEOMEA SEE NOTE 9 SHEET T Dmign pf"mrs eAars &4 ane F=&l@ TbWFl ) 7to a o 42.0 Tsm 00 POs I Ng I Pm I Ng Pm Ng Pm Ng 0 aT3 72 1.7 u] 37.4 77.! 31.! 34A ue ms 2 OLP 37a =;a 7a 3 a0 3 3 1 ] . CHARrrIlf YOIDM Oi•DC1W/OgMemrepdred STpb iYnel4i0 TOtN14M/Na2le am vo ao m) ! no 0 Sao NLS ArDO NIS AmD Nis e!A 1 s a • s a a s eao 1 e s e • s L e Iso 4 6 L Lail' AI WINDOWS AND DOORS LLC 0%110 fill///, 1001 W. CROSBY RD CARROLLTON, TX 75006 5 . • • • . 11 fir, -,GEJV O-- d oSERIES420SCDREINFORCEDWITHOUTADAPTER 96' x 96' ELEVATION TATE OF • O • p O 11 // 111 mlarre o110 1a • y:20R1 08 A srA1c a7[ satx NTS 10/30/13 2 OF 10 s e s e IIA e e e s s AI WINDOWS AND DOORS LLC 0%110 fill///, 1001 W. CROSBY RD CARROLLTON, TX 75006 5 . • • • . 11 fir, -,GEJV O-- d oSERIES420SCDREINFORCEDWITHOUTADAPTER 96' x 96' ELEVATION TATE OF • O • p O 11 // 111 mlarre o110 1a • y:20R1 08 A srA1c a7[ satx NTS 10/30/13 2 OF 10 E 4 FP HE 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 16 FOR NUMBER OF LOCATIONS REQUIRED B' MAX ^ g• MAXI 6' MAX pmrAiero TmlLN%WM W 6' AX LME GHT L 6' MAX SLLa tl• Ato OA SERIES 420 SGD REINFORCED W ROUT ADAPTER EXTERIOR VIEW DESh%VPAESSURERATM 2eACTR4n%0 i35.OPSF NODE W M 2.far slu SEECHARTS 4" AN092 SHEET 2 FOR OTHER IIAs78 AA71NG5 DE9fGNPRESSUREAArM IA/PACTR471N0 25.W-28.GPSF 1111E WITH I -W SILL SEE CHARTS 10 AND & SHEET2 FOR OTHER UNITS RA71AM elv Dcu3wml7 M1E 0"16 D A ADDED FIANCE AND FN INSTALLATION 12/10/13 1 R.L. CHARTM P..*V f ndW MCOZIOltnedlW pmrAiero TmlLN%WM W fifes yaw SLLa tl• Ato OA auo 7ze uo ato Hta .J Rd Nit Abe m" hnW HAtt Ame W 6 S 0 • e a 0 t40 1 t S e • • 8 a aso s a e • e • s 60 a t e e e e 5 3/8' ---I 1/32- 2 1/32' SILL AWbONUM W 06T5.055 7HICK 1112* SILL ALUAdWM sobs -Td .DM THICK MI WINDOWS AND DOORS LLC x R! p;i, 1001 W. CROSBY RD .' , . • • • . 7' CARROLLTON, TX 75006 v: CENaP di SERIES 420 SGD REINFORCED WITHOUT ADAPTER * E 96' x 96' =y FIN ELEVATION .p . TAT OF V.L. 1 08-02249 t" NTS — 10/30/13 —3 OF 10 1/2- MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR UJ LU INTERIOR VERTICAL CROSS SECTION WOOD FFLWINGOR2XBUCKNSTALLATRON 1. INTERIOR AND ZnIERIOR FMSNE5. 8YOTNERS, HOT SN KW FOR CLARY. 2 PEFItMETERANO JOIMSE4LtM BYOTNH±3TO BE DE61BA8;DV4ACC0RDANCE N7rNASTMFY112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL ME SHEET 3 OR SILL OPTIONS MW. TENT 10 S WOOD FRAMING OR 2X BUCK BY OTHERS DCiO1V110N DATE ATVRO iD ADDED FLANGE AND FIN INSTAL1AZON 12/10/13 RL JAMB INSTALLATION DETAIL W000 FRAAwG OR PX 8UCICWSTALLA710N MI WINDOWS WCNROSDOORS D LLC IW. CARROLLTON, TX 75006 1 3/6- MIN. SERIES 420 SOD REINFORCED WITHOUT ADAPTER WOOD FRAMING 0:; OR1D NG`` i,NIQNA` L EMB ENT A OR 2X BUCK i BY OTHERS 1/4 - MAX. SHIM SPACE MAX. 10 WOOD EMBEDMENT r SHIM SPACE SCREW I- 1/2- MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR UJ LU INTERIOR VERTICAL CROSS SECTION WOOD FFLWINGOR2XBUCKNSTALLATRON 1. INTERIOR AND ZnIERIOR FMSNE5. 8YOTNERS, HOT SN KW FOR CLARY. 2 PEFItMETERANO JOIMSE4LtM BYOTNH±3TO BE DE61BA8;DV4ACC0RDANCE N7rNASTMFY112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL ME SHEET 3 OR SILL OPTIONS MW. TENT 10 S WOOD FRAMING OR 2X BUCK BY OTHERS DCiO1V110N DATE ATVRO iD ADDED FLANGE AND FIN INSTAL1AZON 12/10/13 RL JAMB INSTALLATION DETAIL W000 FRAAwG OR PX 8UCICWSTALLA710N MI WINDOWS WCNROSDOORSD LLC IW. CARROLLTON, TX 75006 GEIV,q*.'91pi 0 * SERIES 420 SOD REINFORCED WITHOUT ADAPTER 9B"x9IOFRAMEINSTALLATION DETAILS 0:; OR1D NG`` i,NIQNA` L owD as 08-02249 A Ae oA1E „ NTS 10/30/13 4 OF 10 METAL STRUCTURE BY OTHERS 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE 010 SMS OR SELF DRILLING SCREW INTERIOR VERTICAL CROSS SEC770N METAL STRUCTUREAISTALL47VN NOTES f. AITERIOR AND EXTERIOR FPIISHES, BY OTHERS, NOT SNOM FOR CLARITY: 2 PSWETER AND JDW 8SALAAIT BYOTML3LS TO BE D SIGAEDP/ACCOADANCEWWASnIE2112 L TO BE SET IN BED OF VULJOEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS 7- 7/6- Wl EDGE DIST' J- 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS AFImON! A ADDED FIANCE AND FIN MSTALLAMOH 12/10/13 RL u - JAMB INSTALLATION DETAIL METAL STRUCTURE94STAL I'M M[ WINDOWS AND DOORS LLC 111111] 1001 W. CROSBY RD o X CARROLLTON. TX 75000 ti,••%CEN,s 0SERIES420SGDREINFORCEDWITHOUTADAPTER 96" x 96, FRAME INSTALLATION DETAILS ATpt i4',os:20R1` DR4M rmc 08-02249 11111111111d..Q — sOpNTS10/30/13 5 OF 1D 3/16' TAPCON 2 1/Y MIN. U LL -f INTERIOR CARROLLTON, TX 75006 EDGE DISTANCE SILL TO BE SET IN SERIES 420 SCD REINFORCED WITHOUT ADAPTER a Q 1 1/4' MIN. DRA%Rt CONSTRUCTION ADMIVE a• • EMBEDMENT CONCRETE/ OR EOUAL MASONRY 1 1/4" MAX. V OTHERS E SHIM SPACE OPTIONAL 1X BUCK TO BE BY OTHERS PROPERLY s •4 • a 1 1/4' MIN. SECURED a•:. A EMBEDMENT SEE NOTE 3 SHEET 1 3/16' TAPCON 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION CGWCRET SW SONRY INSTALLATION 1 1/4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE 3/18' TAPCON J CONCRETE/MASONRY BY OTHERS DPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 asumpN I — I A/pOVED MW FIANCE AND FON I..MALAT" 12/10/13 1 R.L. III... 1/4' MAX. I SHIM SPACE EXTtH101i JAMB INSTALLATION DETAIL CONCRFMW SONRYWSTAW TION AIOTFS` 1.IAREAIDRANDFXi@iKW HAIlSHFS,BYOT}ERS NOTSHOWN FOR CARRY. 1t PERlAIETERANDJOINT SEALANT BYOTNEAS TO BE DESIGNED W ACCORDANCE WRN ASTM E2112 MI wlNDoww. cRosBDOORS LLC EXTERIOR U LL -f INTERIOR CARROLLTON, TX 75006 5 6EN8FgiP'',e 0 S ce*= SILL TO BE SET IN SERIES 420 SCD REINFORCED WITHOUT ADAPTER 96" x 9IOFRAMEINSTALLATION DETAILS A BED OF VULL(EM 116 DRA%Rt CONSTRUCTION ADMIVE 08-02249 A OR EOUAL 3/16' TAPCON scxF 1NT[ NTS 10 30 13 6 OF 10 SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS s •4 • a 1 1/4' MIN. a•:. A EMBEDMENT 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION CGWCRET SW SONRY INSTALLATION 1 1/4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE 3/18' TAPCON J CONCRETE/MASONRY BY OTHERS DPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 asumpN I — I A/pOVED MW FIANCE AND FON I..MALAT" 12/10/13 1 R.L. III... 1/4' MAX. I SHIM SPACE EXTtH101i JAMB INSTALLATION DETAIL CONCRFMW SONRYWSTAW TION AIOTFS` 1.IAREAIDRANDFXi@iKW HAIlSHFS,BYOT}ERS NOTSHOWN FOR CARRY. 1t PERlAIETERANDJOINT SEALANT BYOTNEAS TO BE DESIGNED W ACCORDANCE WRN ASTM E2112 MI wlNDoww. cRosBDOORS LLC RII 0''/,, CARROLLTON, TX 75006 5 6EN8FgiP'',e 0 S ce*= SERIES 420 SCD REINFORCED WITHOUT ADAPTER 96" x 9IOFRAMEINSTALLATION DETAILS 5T E • ¢ 6 AT OF tum DRA%Rt oro Na Rtv 08-02249 A IINA; 1'E-kv` IIIscxF1NT[ NTS 10 30 13 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMING OR 2X BUCX BY OTHERS 1/2' MIN. E DISTANCE f1 3/8' MIN. EMBEDMENT 1/4' MAX SHIM SPACE 10 WOOD SCREWS EXTERIOR U --U ILU INTERIOR VERTICAL CRASS SECTION K OOO FRAMWO OR 2X BUGY fNSTALLATNON NOTES: 1. PnVWRAND &-IT;R OR FWf;SHES, BYOT)VERS, NOT SHOWN FOR C ARrTY. Y PERA&79R ANDJOWT SEALANT 8YOTNM TOBE DEVONED INACCORDANCEW MAST.V &t l2 T- 1 3/B' MIN. EDGE DISTANCE 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE #10 WOOD iUAL SCREWS SEE SHEET 3 FOR SILL OPTIONS MON. IENT WOOD FRAMING OR 2X BUCK BY OTHERS oaeNerrlow a1Nc rvaweo ADDED FLANGE AND FIN INSTALLAMON 12/10/13 IPLL 1 /4" MAX. SHIM SPACE L INTERIOR EXTERIOR JAMB INSTALLATION DETAIL IVOOD FRAAMWQ OR 2X BUCKWSTALLATON AND DOORSLLCMI `yINll51RNN Y ii001"W. CROSBYS CARROLLTON, TX 75OD6 v \GENSf.%91A SERIES 420 SGD REINFORCED WITHOUT ADAPTER*• o *_ 96' 96" FLANGE INSTALLATION DETAILS oO: TAT OF AM one m A ot- S'S08-02249 A METAL STRUCTURE BY OTHERS A10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE 110 SMS OR SELF DRIWNG SCREW INTERIOR SET IN WLKEM 118 ION ADHESIVE SEE SHEEP 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE 1AMrALLAVION NOTES: I. WraVoR AND OfTERIOR FINASHES, BY 07HERS, NOTSNOWN FOR CLARRY. 2 PERfMETERAND.ADTNT SEAL NT BY 0TWA S TO BE DESIGNED INACCORR4NCE WRNASTM E2112 r- 7/8- N.II EDGE DISTA L J10 SIAS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS AbddO ca mpnDO at[ Arrpaam ADDED FLANGE AND FIN WSIA. ATION 12/10/13 RL JAMB INSTALLATION DETAIL METAL STRUCTURE INSTAUATION LCMIWINDOWSANDDOORS\\v llll!rn 1001 W. CROSBY RD 5 R•" LC CARROLLTON. TX 75DOS v, \C+ENS 0SERIES420SGDREINFORCEDWITHOUTADAPTER 96" x 96" TCCFLANGEINSTALLATIONDETAILS 0RV0emuowckoav L OB -02249 A ONA 11Ia[ NTS 10/30/13 B OF 10 EXTERIOR LLU LLJ1 1WERIOR SILL TO BE SET IN A BED OF VULKEM 119 CONSTRUCTION ADHESIVE 3/18- TAPCON OR EOUAL SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS r, 1 1/4" MIN. a' EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION C0NCPXMU4SONRYVJSTAULA770M ADDED FLANGE AND FIN 1ILSTALLAMON 12/10/11 1 R1 1 1/4' MIN. 2 1/2- MIN. CARROLLTON. TX 75006 EDGE DISTANCE SERIES 420 SGD REINFORCED WITHOUT ADAPTER s 1 1/4" MIN. G TAT ;16FWl e. EMBEDMENT CONCRETE/ a MASONRY 1/4" MAX. BY OTHERS I SHIM SPACE OPTIONAL MIN. 1X BUCK TO BE PROPERLY DISTANCE SECURED SEE NOTE 3 Fill SHEET 1 3/19" TAPCON 3/18' TAPCON EXTERIOR LLU LLJ1 1WERIOR SILL TO BE SET IN A BED OF VULKEM 119 CONSTRUCTION ADHESIVE 3/18- TAPCON OR EOUAL SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS r, 1 1/4" MIN. a' EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION C0NCPXMU4SONRYVJSTAULA770M ADDED FLANGE AND FIN 1ILSTALLAMON 12/10/11 1 R1 1 1/4' MIN. S 11t 10 (//i/ CARROLLTON. TX 75006 EMBEDMENT SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS, G TAT ;16FWl 1/4 MAX. F'rS OR110 G Cmax SHIM SPACE 21/2- HA 11 INTERIOR MIN. 1 EDGE DISTANCE Fill 3/19" TAPCON CONCRETE,/MASONRY BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL iX BUCK CONCRETE/MaSONRYLNSTALLATA N TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1.LMERIOAANDEXTERADRFA7S aBYOTHERS NOTSNOWMFORC1ARRY. 2. MWETER AND J0DVT SEALANT BY 07HERS TO BE DESIGNED Pl ACCORDANCE WiMASTM E21 1`2 MI WINDOWS AND DOORS LLC S 11t 10 (//i/ CARROLLTON. TX 75006 J•GEN3R iP 0 = SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS, G TAT ;16FWl F'rS OR110 G CmaxanNo 08-02249 A HA 11solaales>keTNTS10/30/13 9 OF 10 1/4' MAX iav eaaevroc+ ate •PPFMM WOOD FRAMING " SHIM SPACE A ADDED FIANCE AND FW I'LSTAI.LATION 12/10/13 RL BY OTHERS INTERIOR 1 5/8' MIN. EDGE DIST. A ' TRIM : ° MIN. 1 1/4' MIN. EMBE' ID— M—ENNT— INTERIOR EMBEDMENT 1 MASONRY/CONCRETE BY OTHERS JB vrooD 1X BUCK BY OTHERS. SCREW EXTERIOR HOOK STRIP 1X BUCK TO BE 7/16' MIN PROPERLY SECURED EDGE DISTANCE 3/16" TAPCON JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCK WOW FRAMING OR 2X BUCK AtSTALLATION HOOK STRIP INSTALLATION A/ASONRYA NGiETE 1 1/4" MIN. METAL STRUCTURE EMBEDMENT BY Q1HIItS 8 moo WOOD SCREW BYOTTHERS INTERIOR TRIM ING TRIM 1/4" MAX 1 3/8' MIN. j SHIM SPACE EMBEDMENT INTERIOR 7/16' MIN ' EDGE DISTANCE 4 T INTERIOR EXTERIOR VERTICAL CROSS SECTION WOOD FRAMPJO OR 2Y 8UCK UL4TALLAT7ON FOR SIL WSTALLATXNJ SEE SHEETS I.Y. HOOK STRIP HOOK STRIP S10 11S10 SELF DRILLING SCREWEW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLAT70N HOOK STRIP INSTALLATION PXBUCK4i0ODFRAMA0 METAL STRUCTURE MI WINDOWS AND DOORS LLC \\\51It !L0 // 1001 W. CROSBY RD \" CARROLLTON. TX 75006 HOOK INSTALLATION DETAILS SERIES 420 SOD REINFORCED WITHOUT ADAPTER 1.w1ERM0MEYMgORAhuSHE4BYOTHERS, 96" z 96' 03*l NAILFIN ,fOF O"`ac do TAILS D TAT kip NOT SNOWN FOR CLARITY. , p , •tv Kv01.TMMWJNACCORDANCEWMAS ME2112 BE V.L ac tin 08-02249 A ME as Is"W10 ,/ITlOfjjA111\\\ NTS 10/30 13 10 OF 10 141, R_MS 6 1/2' MIN. OFsc l+0on 517t EDGE DISTANCE A ADDED CKARTS 03/08/12 R.L B RrAsm PEA NLW =nNO 10/15/13 RL 1 3/8• MIN. C ADDED FLANGE INSTA ATIONS 12/06/13 RL WOOD FRAMING EMS ENT OR 2X BUCk BY OTHERS 1 3/8' NIN.1/4' MAX. 1/4' EMBEDMENT r SHIM SPACE MAX. SHIM O SPACE 1N77:R10R 10 WOOD 1/2" MIN. SCREW EDGE DISTANCE EXTERIOR 1NTERIOR 10 WOOD SCREW SILL TO, BE SET IN X10 WOOD A BED OF 116 ION ADSCREWCONSTRUCTIONADHESIVE OR EQUAL SEE SHEET 2 EXTERIORFORSILLOPTIONS WOOD FRAMING OR 2X BUCK WOOD FRAMING JAMB INSTALLATION DETAIL BY OTHERS OR 2X BUCK WOOD rTiCMINGCWYXBUCK INSTALLATION BYBY OTHERS 1 3/8' MIN. 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SHIM SPACE INTERIOR EXTERIOR Fenum AIV hscswTcN DAN AMMIM A AWED CHARTS 03/05/12 RL B REVISED PER NEW TESTING 10/15/13 RA. C ADDED FLANGE INSTALLATIONS 12/06/13 RL JAMB INSTALLATION DETAIL KETAL 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 plum F.A. 08-00503 It" NTS I WK 02/23/09 Iglw4 OF 9 ypENB q iioy6 2b1 I ' ftymm my us 1pnw DOE ATao sn A ADDED CKWM 03/06/12 R.L. 8 RySED PER NEW TESIM 10/15/13 111. C ADDED FIANCE INSTALLATIONS 12/06/13 Rl rr SHIM SPACE 1/4 i o INTERIOR EXTERIOR IAMB INSTALLATION DETAIL OPnONAL 1X BUCK GONCRETEWSONRYINSTALunON TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTM 1. RMWOR AND EXTERIOR AMSHES. BY OTHERS NOTSHOWN FOR CLARITY. P- PERAXIER AND JOINT SEALANT BYOTHERS TO BE DES/ONED W ACCORDANCE WITHASTM x112 AND ORDS LLCMIWAND01NW. 2 1/2- MIN. CROSBY v\CENSFcdEda EDGE DISTANCE E SERIES 430/440 XIX SOD a ' • ' 1 1/4- MIN. FRAME INSTALLATION DETAILS DMEDMENT 1 1/4- MIN. 1'. T. twwa: F.A. aro Iw 08-00503 EMBEDMENT sma wm ah. (122/23/09 5 OF 9 MASONRY BY OTHERS 2 1/2' MIN. EDGE DISTANCE OPTIONAL IX BUCK TO BE 1/4- MAX. PROPERLY SECURED SHIM SPACE 3/16' TAPCON r SEE NOTE 3 SHEET 1 3/16- TAPCON CONCRETE/MBY ASONRY EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 115 CONSTRUCTION ADHESIVE 3/t6- TAPCON OR EQUAL SEE SHEET 2 FOR SILL OPTIONS MASCONCRETE BY OTHERS T 1 1/4 MIN. EMBEDMENT f: VERTICAL CROSS SECTION CONCREI'S144SGWRYINSTALLATION EDGE/DISTANCE ftymm my us 1pnw DOE ATao sn A ADDED CKWM 03/06/12 R.L. 8 RySED PER NEW TESIM 10/15/13 111. C ADDED FIANCE INSTALLATIONS 12/06/13 Rl rr SHIM SPACE 1/4 i o INTERIOR EXTERIOR IAMB INSTALLATION DETAIL OPnONAL 1X BUCK GONCRETEWSONRYINSTALunON TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTM 1. RMWOR AND EXTERIOR AMSHES. BY OTHERS NOTSHOWN FOR CLARITY. P- PERAXIER AND JOINT SEALANT BYOTHERS TO BE DES/ONED W ACCORDANCE WITHASTM x112 AND ORDS LLCMIWAND01NW. s IR LOzz CROSBY v\CENSFcdEda CARROLLTON, TX 75008 E SERIES 430/440 XIX SOD 143' >< 98' REINFORCED FRAME INSTALLATION DETAILS p0- TAT OF ; ORLOV G Z///S ONAj1 -- twwa: F.A. aro Iw 08-00503 reEv C sma wm ah. (122/23/09 5 OF 9 MOOD FRAMING IOR 2X BUCK BY OTHERS J10 WOOD SCREW EXTERIOR II II 11 11 11 11 INTERIOR U U 10 WOOD SCREW X10 W000 Z" TO BE SET INSCREWABEDOFVULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL WOOD FRAMING SEE SHEET 2 EXTERIOR OR 2X BUCK FOR SILL OPTIONS By OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING WOOD FRAMWGOR2YBUCKMTALLA7701V OR 2X BUCKoilBYOTHERS 1 3/8" MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCKINSTAUATT0N NOTES T. INTERIOR AND &7EXIOR FWISHES, BY OTHER$ NOT SHOWN FOR CLARITY. 2 PENMETER ANDJODYT SEALANT BY OTHERS TO BE DESIGNED INACCORaWCE WITH ASTM E2112 M) WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FLANGE INSTALLATION DETAILS ola>tme orI¢ na F.A. 08-00503 E NTS 0'a 02/23/09 12W6 OF 9 XN J?„R' I OTI i 5N' So _ 4A%F.:) 1/2" MIN. RdYm01S REV 06TNaIlON matE I •PPWOM EDGE DISTANCE A ADDW CHARTS 03/06/12 1 R.L 8 RMED PER NEW TESMG 10/15/13 R.L MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 Rl fMBEQMENT 71/4 - SHIM 1 3/8' MM. SPACEEMBEDMENTr SHIM I INTERIOR oSPACE 1/2" MIN. EDGE DISTANCE EXTERIOR II II 11 11 11 11 INTERIOR U U 10 WOOD SCREW X10 W000 Z" TO BE SET INSCREWABEDOFVULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL WOOD FRAMING SEE SHEET 2 EXTERIOR OR 2X BUCK FOR SILL OPTIONS By OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING WOOD FRAMWGOR2YBUCKMTALLA7701V OR 2X BUCKoilBYOTHERS 1 3/8" MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCKINSTAUATT0N NOTES T. INTERIOR AND &7EXIOR FWISHES, BY OTHER$ NOT SHOWN FOR CLARITY. 2 PENMETER ANDJODYT SEALANT BY OTHERS TO BE DESIGNED INACCORaWCE WITH ASTM E2112 M) WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FLANGE INSTALLATION DETAILS ola>tme orI¢ na F.A. 08-00503 E NTS 0'a 02/23/09 12W6 OF 9 XN J?„R' I OTI i 5N' So _ 4A%F.:) METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE OR 7/B" MIN. LUNG EDGE DISTANCE J10 SMS OR SELF DRILLING SCREWS 1/4' MAX. SHIM SPACE INFERIOR M1MN0 REV ID9sCAA6CI1 IWT o"'wy A ADDED OWM 03/06/12 R.L B RVASM PFR NEW TFSTPM 10/15/13 R.L C ADDED FLANGE INSTAL A71ONS 12/06/13 ILL. SILL TO BE SET IN A BM OF WLKEM 118 CONSTRUCTION ADHESIVE R10 SMS OR OR EOUAL METAL SELF DRILLING STRUCTURE SCREW BY OTHERS DCIFRIOR SEE SHEET 2 STRUCTUREFORFOR SILL OPTIONS JAMB INSTALLATION DETAIL BY OTHERS METAL STRUCTURE INSTALLATIQV T/I:R77CAL CROSS SEC77ON METAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EYTERIOR FTNLSNES. BY OTHER NOT SHOWN FORCLARUY. 2. PERIMETERAND JOINT SEALANT BY OTHERS YO BE DEVOMED IMACWRDANCE WMASTM E2112 Ml WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143' x 96' REINFORCED FLANGE INSTALLATION DETAILS F.A. 1 06-00503 14TS 1— 02/23/09 —7 OF 9 CONCRETE/ 2 1/2' MIN. EDGE DISTANCE MASONRY BY OTHERS 1 ' 1 1/4- MIN. 1/4- MAX. SHIM SPACE INTERIOR R1V61415 A4V o Ont APPMED A ADDED CNAIM 03/06/12 R.L 9 REVISED PER NEW TESTING 10/1S/13 R.L C ADDED FLANGE 9WALIATIONS 12/06/13 R1 0 EXTERIOR INTERIOR U 3118- TAPCON •, ' SILL TO BE SET IN EJ(7FRIOR A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL OPTIONAL tx BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCAEnDUASOAIAY WgrALLATOV SEE SHEET 2 SECURED FOR SILL OPTIONS SEE NOTE 3 SHEET 1 MASONRY/ CONCRETE BY OTHERS NO7M A••1 1 1/4- MIN. t.MiEWORAND EOMORF7NISNE4BYOTNERS ET1B'cDMENT NOTSNOWNFOR OWf Y. s •.•r , .,• APERDWETERANDJODYTSEALAMFBYOTWERSTORE t • DESIGNED6YACCORDANCEWRNASTUE2ff2 VEATMAL CROSS SECTION 2 1/2' MIN. CONCAEFSWSONRYWSTALLAT70N EDGE DISTANCE MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SOD 143' x 98' REINFORCED FLANGE INSTALLATION DETAILS F.A. 1 08-00503 soar NTS °Q[ 02/23/09 -'=8 OF 9 I 4 ' EMBEDMENT 1 1/4- MIN. e EMBEDMENT OPIIO.4AI 2 1/2- MIN. b ' 1X BUCK EDGE DISTANCE TO BE PROPERLY 1/4' MAX. SECURED E NOTE 3 SHIM SPACE 3/16- TAPCON SHEET 1 3/16- TAPCON CONCRETE/MASONRY BY OTHERS 1/4- MAX. SHIM SPACE INTERIOR R1V61415 A4V o Ont APPMED A ADDED CNAIM 03/06/12 R.L 9 REVISED PER NEW TESTING 10/1S/13 R.L C ADDED FLANGE 9WALIATIONS 12/06/13 R1 0 EXTERIOR INTERIOR U 3118- TAPCON •, ' SILL TO BE SET IN EJ(7FRIOR A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL OPTIONAL tx BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCAEnDUASOAIAY WgrALLATOV SEE SHEET 2 SECURED FOR SILL OPTIONS SEE NOTE 3 SHEET 1 MASONRY/ CONCRETE BY OTHERS NO7M A••1 1 1/4- MIN. t.MiEWORAND EOMORF7NISNE4BYOTNERS ET1B'cDMENT NOTSNOWNFOR OWf Y. s •.•r , .,• APERDWETERANDJODYTSEALAMFBYOTWERSTORE t • DESIGNED6YACCORDANCEWRNASTUE2ff2 VEATMAL CROSS SECTION 2 1/2' MIN. CONCAEFSWSONRYWSTALLAT70N EDGE DISTANCE MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SOD 143' x 98' REINFORCED FLANGE INSTALLATION DETAILS F.A. 1 08-00503 soar NTS °Q[ 02/23/09 -'=8 OF 9 I 1 5/8' MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 MIN. EMBEDN.ENT r 1x BUCK BY OTHERS. BUCK TO BE PROPERLY SECURED 3/16' EXTERIOR =J --- PANEL INTERLOCK HOOK STRIP INSTALLATION AIASONRYRONCRETE INTERIOR TRIM1 3/6' MIN. EMBEDMENT HOOK STRIP EXTERIOR 10 WOOO SCREW HOOK STRIP INSTALLATION 2X BUCIGWOOD FRAMING PANEL INTERLOCK RrAsom try nema noN oae rvxwta A ADDED GNARLS 03/06/12 Rl B RINSED PER NEW TEMO 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. METAL STRUCTURE 9Y OTHERS TRIM INTERIOR HOOK STRIP 10 SOF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION NEFAL STRUCTURE NOTES: 1. WTOWRANDEXTERIORFINISNES 6YOTHER3. NOT SHOM FOR CLARW.. 22 PERfMETERANDJODwT SEALAM'BY OTiSIS TO BE DESIGNED INACCORDANCFWITNASTM EV 12 MI WINDOWS AND -DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/440 XIX SGD 143' x 96' REINFORCED HOOK INSTALLATION DETAILS OIGym ONO N0. FA 08-00503 WTR ran 02/23/09 1 9mT9. OF 9 51' IR. LoM'i 4 10127/2016 oUlM1:lliC/ \:. 0 • 0 0 O V • () o O VU Florida Building Code Online SCIS Home I Log In 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 F rids YProduct Approval I ('USER: Public User Product Approval Menu > Product or Application Search > Apolicatron List > Application Detall it" nom• FL # FL9174-RII Application Type Revision Code Version 2014 Application Status Approved Comments set to re -apply per applicants request 4/28/15-rb Archived Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Category Pensacola, FL 32514 Subcategory 850) 474-9890 Compliance Method Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Florida License Pensacola, FL 32514 Quality Assurance Entity 850) 474-9890 Quality Assurance Contract Expiration Date 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 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE -51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence FL9174 RI1 COI Cert of Ind Scates 2011 s.pdf 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:/ANww.floridabuilding.orgtpr/pr app o aspx?param=wGEVXQwtDquDIJRfVVxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Florida Building Code Online Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 FL # Model, Number or Name Description 9174.1 5120/ 5100/ 9100 #0228 9' 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 R1 II 0228 318958 P7.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supolement Chart P10.odf Impact Resistant: Yes FL9174 Rll II WDJambSuoDlementP16 s.Ddf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL2174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.2 15120 / 6100 / 9100 #0229 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 Rll II 0229 318959 P8.odf FL9174 Rll II Track Supplement Chart P10.pdf FL9174 Rll II WDJambSuoDlementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.3 15120 / 6100 / 9100 #0230 116' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 Rll II 0230 318960 P10.Ddf FL9174 Rll II Track Supplement Chart P10.odf FL9174 Rll II WD]ambSupplementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 653.13df FL2174 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 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 R11 II 0231 318996 P5.Ddf FL9174 R31 II Track Supplement Chart P10.Ddf FL9174 Rll II WDJambSuoDlementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.Ddf 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 FL2174 R11 11 0234 319022 P5.odf FL2174 Rll 1I Track Supplement Chart P10.Ddf FL9174 Rll It WDJambSuDDlementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 https:/Avww.floridabuilding.orgtpr/pr app M.aspx?param=wGEVXQwtDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 216 10272016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 Rll AE ASTM A 653.odf FL9174 Rll AE Eval Reot 9100 rl s.odf FL9174 Rll AE FL09174 r9 Affirmation for FBG 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 Rll It 0235 319023 P6.Ddf Approved for use outside HVHZ: Yes FL9174 Rll II 319040 Pl Post.odf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Design Pressure: +39.20/-43.70 FL9174 Rll II WD3ambSuoolementP16 s.pdf Other. Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 1111 AE FL09174 r9 Affirmation for FBG 5th 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0232 318999 P5.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 Rll 11 WD]ambSuoplementP16 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 Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0233 319000 PS.Ddf Approved for use outside HVHZ: Yes FL9174 1111 I1 Track Suoplement Chart P10.Ddf Impact Resistant: No FL9174 Rll II WD]ambSupplementP16 s.adf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other. Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s.ndf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0236 319024 P6.pdf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 PI Post.odf Impact Resistant: Yes FL9174 Rll 11 Track Supplement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 Rll 11 WD]ambSuDDlementP16 saidf Other: 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 Rll AE Eval Reot 9100 rl s.odf FL9174 Rll 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 Rll II 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.ndf Impact Resistant: Yes FL9174 Rll II Track Supplement Chart P10.Ddf Design Pressure: +39.20/-43.70 FL9174 Rll II WD]ambSuoDlementP16 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 Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes hltpsJAvww.floridabuilding.org/pr/pr app M.aspx?param=wGEVXQMDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 316 1027/2016 Florida Building Code Online httpsJ/www.ftoridabuilding.org/pr/pr app o.aspx?param=wGEVXQwtDgLAlJRWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll 11 0600 319026 P4.odf Approved for use outside HVHZ: Yes FL9174 Rll 11 Track Supolement Chart P10.odf Impact Resistant. No FL9174 Rll 11 WDJambSuDDlementP16 s.pdf Design Pressure. +26.90/-30.80 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 Rll AE ASTM A 653.Ddf door. FL9174 Rll AE Eval Rent 9100 rl s.odf R11 AE FL09174 Affirmation for FBC 5th 2014s.pdfFL2174r9 Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll 1I 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL9174 Rll It Track Supplement Chart P10.pdf Impact Resistant: Yes FL9174 Rll 11 WDJambSuoolementP16 s.odf Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available In top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll 11 0602 319028 P5.pdf Approved for use outside HVHZ: Yes FL9174 Rll 11 Track Suoolement Chart P10.Ddf Impact Resistant: No FL2174 Rll 11 WDJambSupplementP16 s.odf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 Rll AE Eval Rept 9100 rl s.pdf Rll AE FL09174 Affirmation for FBC 5th 2014s.pdfFL9174r9 Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0603 available In top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll 11 0603 319029 PS.pdf Approved for use outside HVHZ: Yes FL9174 R31 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSupplementP16 s.pdf Design Pressure: +23.00/-25.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 Rll AE ASTM A 653.13df door. F19174 Rll AE Eval Rept 9100 rl s.Ddf FL9174 Rll AE FL09174 Affirmation for FBC 5th 2014s.odfr9 Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 available In top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rii II 0604 319030 P5.odf Approved for use outside HVHZ: Yes FL9174 Rll 11 319040 PI Post.Ddf Impact Resistant: Yes EL9174 Rll 11 Track Supplement Chart P10.Ddf Design Pressure: +39.20/-43.70 FL9174 Rll II WDJambSupplementP16 s.pdf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 s.pdfrl FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R31 II 0605 319031 P4.pdf Approved for use outside HVHZ: Yes FL9174 R31 II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 Rll II WDJambSupplementP16 s.odf httpsJ/www.ftoridabuilding.org/pr/pr app o.aspx?param=wGEVXQwtDgLAlJRWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 1027/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Verified By: John E Scates P.E. FLORIDA PE 51737 Other. Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 1111 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 1111 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 0606 18' Max width. 8' Max height. Max section height 24" Glazing available in top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll 11 0606 319032 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 PI Post.odf Impact Resistant: No FL9174 Rll II Track Suoplement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 Rll II WDJambSupDlementP16 s.odf Other: Doors with glazing shall not be used in the wind- Verified By: John E Scates P.E. FLORIDA PE 51737 borne debris region unless protected or unless structure is Created by Independent Third Party: Yes designed as partially enclosed or door is a replacement Evaluation Reports door. FL9174 R31 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 1-1 s.Ddf Evaluation Reports FL9174 1111 AE ASTM A 653.)d FL9174 1111 AE Eval Rept 9100 r1 s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 0609 no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R31 II 0609 319035 P5.odf Approved for use outside HVHZ: Yes EL9174 R11 II 319040 Pi Post.odf Impact Resistant: Yes FL9174 Rll II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WD3ambSuDolementP16 s.odf Other. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 1111 AE ASTM A 653.)d FL9174 1111 AE Eval Rept 9100 r1 s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 #0608 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 11 0608 319034 P4.pdf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 Rll II WD]ambSupplementP16 s.odf Design Pressure: +18.50/-20.70 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 1111 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.20 5140/9400/9600 #0607 16' 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 0607 319033 PS.pdf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supplement Chart P10.Ddf Impact Resistant. No FL9174 R11 II WDJambSupplementP16 s.odf Design Pressure: +25.90/-28.80 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.)d door. 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 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 mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F S , please dick hM. Product Approval Accepts: httpsJhvww.floridabdiding.orgtpr/pr_app o.asp(?param=wGEVXQwtDgtAlJRiWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3dg/gad 56 1027/2016 Florida Building Code ONine W®M® Credit Card Safe h4tpsJ/www.floridabLilding.orgtpr/pr app dtl.aspx?param=wGEVXQwtDqufllJRflNxtfw7ojnl0heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 6f6 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 LOAD PER JAMB (LB/FT)"' MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP DOUGLAS FIR SPF SPECIFIC SPECIFIC SPECIFIC GRAVITY - 0.55 GRAVITY - 0.46 GRAVITY - 0.42 100 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 S. S'i4T i'i lb p`GBNSF•;ci iii No. 51737 0 STATE OF • OROk s ONi ; *\V 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30ps1 DOOR WIDTH = 1611 LOAD PER JAMB = 30ps1 x 16H/2 = 240lb/I1 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 818.2.1. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:33 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS LOAD PER JAMB LB/FT NOTE 3 MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP DOUGLAS FIR SPF SPECIFIC SPECIFIC SPECIFIC GRAVITY - 0.55 GRAVITY - 0.46 GRAVITY - 0.42 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a No. 51737woo O STACIE OFOR% O INz//; s8ONA jjj; \\\` 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 161U2 = 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 Q;:GENaB•;c8 ii No. 51737 i • p $TATE OP QiP'••!iOR1QP moo rrii 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 16fU2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/ NOTE3 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 Q;:GENaB•;c8 ii No. 51737 i • p $TATE OP QiP'••!iOR1QP moo rrii 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 16fU2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS f. GENaFt;p',i No. 51737 f% 0 ; STATE OF N ••.!L'LpR O - 00! 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 16f1/2 = 2401b/it 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. ADoroved 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 56308/1`2203 Revision P16 MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB (LB/Fr)NOTE 2500 PSI CONCRETENOTE' 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLEDCMU"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 N/A f. GENaFt;p',i No. 51737 f% 0 ; STATE OF N ••.!L'LpR O - 00! 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 16f1/2 = 2401b/it 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. ADoroved 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 56308/1`2203 Revision P16 SCHEDULE 5 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR F. S'.4r'/'/ v CENae•` ,moi No. 51737 O STATE OF f • O `•.COR Q1?b p 2 . 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB - 30psf x 1611/2 - 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE 2500 PSI CONCRETENOTE' 4000 PSI CONCRETE NOTE' 2000 PSI GROUT FILLED CMUNOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 a 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 1 8 800 17 17 1 8 F. S'.4r'/'/ v CENae•` ,moi No. 51737 O STATE OF f • O `•.COR Q1?b p 2 . 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB - 30psf x 1611/2 - 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 umm ayne® db Balton 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 No. W737 O STATE OF Zl;; &/ONi Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53 -06'00' AKN E SCALES, PE 3121 FAIRCATE OR. CARROLLTON. TX 75007 FL PE 51737 TX PE SSM/FZM3 PROFESSIONAL ENGINEER'S SEAL PRONOEO ONLY FOR VERIFICATION OF IRNOLOAD CONSTRUCTION DETAILS 1 6' MAX FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYR SEE DETAILS I, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT 6' MAX. J 000R WIDTH MINIMUM 2x6 /JHEADER LOCK SOUTHERN PINE48qRACKET LUMBER. 2-3/4' 2) 3/8• SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4' WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4•. DETAIL 1 MINIMUM 2500 PSI CONCRETE NOTE MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS MINIMUM 2.6 /3 Q HEAOER LOCK SOUTHERN PINE BRACKET WMBER. 8' 4' 8• 4' 4) 3/6' SIMPSON TITEN HO SCREW ANCHOR WITH A 1-1/4' WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 4'. MINIMUM 2.6 /3 Q HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4• 4' 1-1/2• 1-1/2' 4) 3/8' DIA LAG SCREWS WITH 1-1/4' 00 WASHERS LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32• INTO THE MAIN SUPPORT MEMBER REVISIONS MINIMUM 2000 PSIGDIT FILIF_O CMU WOOD SUPPORT NOiE MAXIMUM DESIGN LOAD NOTE: MAXIMUM OESIGI OAO DATE NAME CAPACITY OF 2400 LBS. CAPACITY OF 2430 LBS, PRAWN 1 5/24/07 CRT SHEET 1 OF 2 EDI I JAMB CONNECTION SUPPLEMENT DRAWING PART N0. REV. 324620 1 P16 IMV- que Balton 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26 -06'00' JOAN E SCATES. PE 3121 FARGATE OR. CARROLLTON. TIE 75007 FL PE 51737 TX PE 56300/1`2203 PROFESSIONAL ENGNEER'S SEAL PRONDED ONLY FOR VERDICAOON OF WNOLOAO CONSTRUCTION DETAILS MIN 2500 PSI CONCRETE WM 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 3/6' SIMPSON TITEN HD. 2-3/4' MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCATION — JAMB BRACKET - 1/4 -204/16 - TRACK BOLT AND 1/4-20 HEX NUT TRACK L314' EDGE I MIN 2 a 4 SPF (G-0.42) OR BETTER WALL STUD HM MAX ALLOWABIE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSB1UTY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE EXTERIOR 5/16' LAG SCREW WITH 1-9132' 6180 IN CENTER OF STUD (t 1/4') FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4 -204/16 - 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 DRAWING PART NO. REV. 324620 P16 The Genuine. The Original. 41k' o 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.overheeddoor.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 S ' 1 O • W / No. 7 •. ' V STATE OF . • (/` NAI. Overhead Door.Corporation ASubsidiary ofSanwaHolding•eorporattonRoden 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 E 16(to l 1 FL 09174-117 Test Reports ETC -06-976-17575.1, static per 108-02, dated 5/30/2006 ETC -06-976-18185.0, static per 108-02, dated 10/27/2006 ETC -06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL -368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. C'Aw_P toN 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 rto/q Fl. 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev 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 7i"vu`r+ `•rt- 4 16(lo / l I FL 09174-I17 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in-place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in-place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in-place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in-place ribs and a flush facer design with W MDF decorative overlay. I!- _ ! 5 111(l0 f q FL 09174-117 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, CACZ Jo n E. Scates, P.E. Y Florida PE # 51737 « 6 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 5`h Edition (2014) FL 09174-119 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5" Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17 -06'00' John E. Scates, P.E. Florida PE # 51737 No. 51737 STATE OF ;•y` LORtQP p Z/;; SONi . SON mm= 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSB CIADNC IN MCLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (8) /8x1' SCREWS INSTALLED IN 70P OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING, GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 1175' AND A MAXIMUM LENGTH OF 16.75 GL_4mNG R NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSB GLAZING IN MOLDED FRAMES CLUED WITH A 1re BEAD OF BOSTIK 1100 OR EOUVALFNT UNDER ME QUTFR FRAME AND SCREWED TOGETHER WITH A MINIMUM OF 10) /Bat' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON TNS DRAWING, GLAZING 94ALL HAVE A MAXIMUM HEIGHT OF 1175' AND A MAXIMUM LENGTH OF 39•. GLAZING IS NOT IMPACT RESISTANT AND DOES N07 MEET THE REQUIREMENTS FOR WIND-BGRNE DEBRIS REGIONS GLAZED SECTION REQUIRES 18 CA J -STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR SRLE TO BE FACTORY INSTALLED. INSTALLER SHALL FEND INSTALL (1) 1/4-14.7/8' SELF ONLUNG CRIMPTITE SCREW TO ATTACH T E J -STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 1 IMPACT RESISTANT Q.A2ING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS} GLAZING SHALL BE 1/4' MAKROLON-AR POLYCARBONATE OR EQUAL GLAZING SHALL HAVE A MAXIMUM HEIGHT Of 15.21' AND A MAXIMUM LENGTH OF 50.08'. GAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS CLAM) STICTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U -BAR ON UPPER INTEGRAL RIB (SEE DETAIL G SHEET 2). 18 CA J -STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR SOLE TO BE FACTORY INSTALLED. INSTALLER SMALL FIELD INSTALL (1) 1/4-140/8' SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J -STRUT TO THE INTEGRAL RIB AND OPERATOR STYLE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 1 SO NL A DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040• MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) 9.1- SCREWS 6x1' SC EWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REOUIREMENTS FOR WIND-BORNE DEBRIS RECONS LOUVERED SECTION REQUIRES OPERATOR S11LE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOIN E. SCATES PE 3121 FAIRGATE DR CANKLLTON• TX 75007 R M 51737 TX PE 31U06/T2203 PROFESSIONAL NCI NQR•S SEAL PRONDCD ONLY FOR VERIFICATION OF WNDLOAD CONSRIUCIION DE7MLS r § - 1 N IAWA SEE U -BAR NOTE ON SHEET 2 FOR U -BAR INSTALLA71ON GA END CAP REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED F iU -BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SEI I NOTE' (5) CENTER MINCES 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'. KEY LOO( OR SLIDE LOCK- OCO4. 4.VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF S' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANES MINIMUM REQUIRED WITH OPERATOR 7/16' TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE BROF JACKETS LOC( SHOWN FOR S KEY LOLL, SLIDE LOCKS OR OPERATOR REQUIRED. CLARITY 8. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE tMF-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 WITH OTTIER JB). 13 (01). 25-1 SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, Z AND 3 SMALL BE THE RESPON981UTY OF THE PROFESSIONAL OF ON IIS SHEET FOR RECORD FOR THE SUILDINO OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CITIES FOR THE LOADS 5 LISTED ON TNS DRAWING. CA A DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040• MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) 9.1- SCREWS 6x1' SC EWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REOUIREMENTS FOR WIND-BORNE DEBRIS RECONS LOUVERED SECTION REQUIRES OPERATOR S11LE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOIN E. SCATES PE 3121 FAIRGATE DR CANKLLTON• TX 75007 R M 51737 TX PE 31U06/T2203 PROFESSIONAL NCI NQR•S SEAL PRONDCD ONLY FOR VERIFICATION OF WNDLOAD CONSRIUCIION DE7MLS r § - 1 N IAWA SEE U -BAR NOTE ON SHEET 2 FOR U -BAR INSTALLA71ON GA END CAP REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED F iU -BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SEI I NOTE' (5) CENTER MINCES 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'. NONE: JO) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO 7RACK WITH 1/4-204/16• TRACK BOLT AND NUT. q) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH 70 TRACK ALL DOORS WITH HIGH UFT, ROOF PITCH, AND/OR GREATER THAN S' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAXDOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'_0' ALL +207.2 _230.4 14'-0' ALL 4181.] -201.8 12'-0' ALL +155.4/-172.8 10'-0" ALL +129.5 -144.0 3195 ADDISON DRIVE PENSACOLA. FLORIDA 32514 471FICA71ON METHOD M COLORED PAINT TO MPED NUMBER. 3/8/06 ADDED SUPERIMPOSED IGN PRESSURE LOADS SUPPORTING UCTURE AND 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 6/6/07 MODIFED JAMB CKET SCHEDULE FOR OPTION. ADDED LHR CK DETAIL SHEET 2. 4/17/08 ADDED IMPACT ISTANT GLAZING. ED TEXAS LICENSE IBER TO TITLE BLOCK. XCED LOUVER NOTE REASED MAX HEIGHT 8'-9'. ADDED HIGH AND ROOF PITCH CK NOTE 7/22/08 UPDATED TITLE BLOCK 8/26/10 ADDED LONG PANEL ZING OPTION 3/15/11 STATIC PRESSURE RATINGS I APPROVED SIZES SCALE: N.T.S. SIZE: 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" 1DRAWN 1 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21' joiECKEDI 4/6/06 MRB MODELS 5120/6100/9100 SHEET 1 OF 2 DRAWING PART NO REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 JAMB BRA SCHEDULE DOORN0. OF ND BROF JACKETS TRACK LOCATION OF CENTERUNE OF JAMB BRACKETS MEASURED FROM BOTTOM HEIGHT SECTIONS (EACH JAMB) TYPE OF TRACK (ALL DIMENSIONS t 2') 7* -0' 4 6 q JB). 13 (01). 25-1 JB , 34(JO). 45-1/4- q . 63 B 7'-0' 4 8 FAT JB , 10 JB , 21-3/4- JB 29-3 4 JB 42 JB , 83-1 4 JB 8'-0' 5 B CA JB , 1}• O , 23' (JO). 34' (JO). 47-1/4- (01). JB BT q 75' JB 8 -0' S B HAT JB , 10' JB , 21-3 4 QB), 29-3/4- JB SIB' (JO). 57-1/4- (JO). 86' JB 75-1 JB 8 -0 ION LIFT OOF PITCH SEE N07E BELOW NONE: JO) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO 7RACK WITH 1/4-204/16• TRACK BOLT AND NUT. q) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH 70 TRACK ALL DOORS WITH HIGH UFT, ROOF PITCH, AND/OR GREATER THAN S' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAXDOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'_0' ALL +207.2 _230.4 14'-0' ALL 4181.] -201.8 12'-0' ALL +155.4/-172.8 10'-0" ALL +129.5 -144.0 3195 ADDISON DRIVE PENSACOLA. FLORIDA 32514 471FICA71ON METHOD M COLORED PAINT TO MPED NUMBER. 3/8/06 ADDED SUPERIMPOSED IGN PRESSURE LOADS SUPPORTING UCTURE AND 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 6/6/07 MODIFED JAMB CKET SCHEDULE FOR OPTION. ADDED LHR CK DETAIL SHEET 2. 4/17/08 ADDED IMPACT ISTANT GLAZING. ED TEXAS LICENSE IBER TO TITLE BLOCK. XCED LOUVER NOTE REASED MAX HEIGHT 8'-9'. ADDED HIGH AND ROOF PITCH CK NOTE 7/22/08 UPDATED TITLE BLOCK 8/26/10 ADDED LONG PANEL ZING OPTION 3/15/11 STATIC PRESSURE RATINGS I APPROVED SIZES SCALE: N.T.S. SIZE: 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" 1DRAWN 1 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21' joiECKEDI 4/6/06 MRB MODELS 5120/6100/9100 SHEET 1 OF 2 DRAWING PART NO REV. WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 CA ADJUSTABLE TOP PLACE U -BAR OVER INTEGRAL RIB U CA ADJUSTABLE FIXTURE ATTACKED TD WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOVAIN ((TT))fk1 of U -BAR AND ATTACH THRU EN//D CAP AT CRIMPSCREWS/ B• SOF DRILLING CACH END VAIN RIY)P111E 14 7 / FOR STANDARD TRACK AND (3) I 0 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH °. ARE USED TD ATTACHED THE TOP DETAIL A BRACKET As SHOWN). LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLIDE ATTACHED TO U -BAR 1. ALL U -BARS SHALL BE PLACED OVER IN7EGRAL RIBS AND PRE -PUNCHED HOLES IN TOP OF U -BAR PUCE U -BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-105/8' CRIMPRTE SCREWS. THE (B) PRE -PUNCHED HOLES EACH END USE MEWING HOLE IN SIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/+ -14x7/8 - SELF DRILLING CMUP717E SCREWS 15 GA HINGE ATTACHED EXCEPTION, U -BAR PLACED OVER TOP VAIN (4) 1/4-14x5/8' RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF • BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-107/8' SELF DPoWNG ATTACHED) CRIMPTITE SCREW LOCATED ON THE RILUNC CRIMPTITE SCREWS. BOTTOM FLANGE OF THE U -BAR SEE IMPACT BOTTOM BRACKET NOTE ERIE TO CLEARANCES REOUIRED 70 2' NYLON STCRMGARO 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 SIDES AND TCP FIXTURE ON THE U-SARS SEE ATTACHMENT NOTES ON THIS SHEET. IB CA HINGE ATTACHED CE U -BAR OVER WITH (6) 1/4-20x5/8'y INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF F CTM 1/4-20x5/8 CRIMP SCREWS RU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE n INSTALLED INTO LOCATION (1 THRU FLANGETOPLEAF, AND 1 OF OF U -BAR AND BOTTOMWHICHISFIELDINSTALLEDED THRU PRE PUNCHED HOLE HINGE LEAF AND 1 THRU IN U -BAR WEB OF U -BAR AND DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACIhT U -BAR 1. ALL U -BARS SHALL BE PLACED OVER IN7EGRAL RIBS AND FACTORY ATTACHED " WTH ATTACHED IHRU PRE -PUNCHED HOLES VAIN (2) 1/4-144/0' D 3) 1/4-14x5/8' / CE U -BAR OVER INTEGRAL RIB WITH NOTCH DOWN TO GEAR BOTTOMCRIMPTITESCREWS BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-14x7/5' SELF DRILLING CRWPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8' SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM •• BOTTOM OF THE BOTTOM U -BAR AT U-SAR WITH EACH PRE -PUNCHED HOLE AT EVERY 92) 1/4-14x7/8' SOF DETAIL D HINGE LOCATION. USE (1) 1/4-20x5/8• RILUNC CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SHEET. 12'-0', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U -BAR EXCEPT 807H U -BARS ON BOTTOM SECTION JOIN E SCATES PE 3121 FAIROATE OR CAWALLTON. TX 75007 fL PE 51737 TX PE 96.)05/12203 PROESSIONAL DJNEDYS SEAL PW MDED ONLY FOR VERIFICATION OF NINOLOAD CORSTTNCRON DETAILS 8x3/4' MIN STAISE55 SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3-1/2. O.C. MAX----," 1/8• BEAD CE IULiRAnAF SS040WAC ISTRUCTURAL ISEALANTOR EOUIVALIENT FACER STEEL \ NON-STRUCTURAL \ DECORATIVE INNER 1WNDOW TRIM DETAIL E USED ONLY ON IMPACT .. 1 GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH (4) 1/4-14x7/8' 1 SELF DRILLING \ CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U -BAR) ' DETAIL G 1) 1/4-14x7/8' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J -STRUT & OPERATOR BRACKET. NOEL J -STRUT Q SCREW ONLY REQUIRED ON LONC PANEL AND IMPACT GLAZED a f/ ATTACH BOTTOM BRACKET TO BOTTOM U -BAR WITH (2) { 1 /4-14x7/8' SELF DRILLING CRIMPTITE SCREWS I IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3'. 18 GA. 80 KSI U -BARS LOCATED OVER INTEGRAL RISS AS SHOWN 4) SECTION DOORS WITH (5) 3, 18 GA, 80 KSI U -BARS LOCATED OVER INTEGRAL RIBS AS SHOWN DETAIL F U -BAR 1. ALL U -BARS SHALL BE PLACED OVER IN7EGRAL RIBS AND ATTACHED IHRU PRE -PUNCHED HOLES VAIN (2) 1/4-144/0' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-140/8' SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U -BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1/4-146/11' CRWP717E SCREWS APPROXIMATELY MIDWAY EiEtwEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION. AND (1) 1/4-144/8' CRIAPTITE 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 807H U -BARS ON BOTTOM SECTION NON-STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (14) SCREWS EACH. OUTER WINDOW TRIM 2• WIN THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN 1/4' POLYCARBONATE TME TOP OF EACH END USED FOR ATTACHMENT OF NE ROLLER SLIDES AND THE (6) PRE -PINCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED 07MVASE ON INS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U -BARS SMALL BE ATTACHED TO THE DOOR WITH 1/4-14x5/8' CRIMPTITE SCREWS 1 18 CA U -BARS SHALL BE STAMPED '48' APPROXIMATELY B' FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES S( Wa e® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0' TEST (PSF): +38.85/-43.20 IMAX HEIGHT: B'-9' OF DOn IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21' CF MODELS 5120/6100/9100 01 CNSION OF OVERHEAD DOOR COR PEN3395 CLA.FLOORRDA 32514 WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS CHANGES TO GENERAL MAT AND CHANGED IAR FASTENER TYPE END CAPS AND TOM RETAINER. NGED CENTER HINGE TGE AND ADDED VER OPTION JNGED STRUT mFICA71ON METHOD M COLORED PAINT TO STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REOUIRED FOR NARROWER DOOR WIDTHS. YRS 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODJFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. CRT 4/17/08 PS ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TI7LE BLOCK CHANCED LOUVER NOTE INCREASED MAX HEIGHT TO B'-9'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 PSI UPDATED T17LE BLOCK GRI 8/26/10 P10 ADDED LONG PANEL N T.S. I 1 3/8/06 1 CRT ED 4/6/06 1 MRB SHEET 2 OF 2 DRAWING PART N0. I REV. 318960 P10 14" MAX 12" MAX 12rr MAX I 12" \ % MAX 121. MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E SCATEA PE 3121 FAIROATE OR. CARROLLTON. TX 75007 R PE 51737 1X PE 56306/FZZ03 PROFESSIONAL ENCtN ERS SEAL PROVIDED ONLY FOR VERIFICATION OF TRNOLOAD CONSTRUCTION OETAIIS. PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE TYPICAL CLIP TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT BOLTING DETAIL 13 GA MIN DOOR CONTINUOUS WIDTH WALL ANGLE TRACK 46.0 PSF/-52 0 PSF a \ 2) 1/4" X i7/16 SEMI TUBULAR RIVITS 11 GA MIN \\ 1) 1/4"-20 TRACK OR CARRIAGE BOLT CLIP SEE SCHEDULE WITH 1/4" NUT i TYPICAL CLIP RIVETING DETAIL REVISIONS 2 INCH ICK -CUPS -TEXAS L ANGLE 12 FOOT ATEO 6/11/03 UPDATED FORMAT. REASED ALLOWABLE sSURES TO i.00/-52.00 PSF FOR DOOR WIDTHS. WCEO 'TEXAS WALL LE' TO 'coNnNU0us 1 ANGLE'. ADDED ISTRATE MOUNTING AIL. CHANGED TO N NO ANCHORS 4/2/07 CHANGED FORMAT. IED MODELS 9800 1 8024 WITH OVERLAY TRACK CUP IEDULE. 8/21/07 UPDATED MODELS TO IN CHARTS IATED SPLICE h CUP IEOULES 9/05/07 UPDATE MOUNONG AIL DRAWINGS. 10/05/07 UPDATED CHARTS TO IINATE THE USE OF i0 9 CLACROSSPTHEED IRO). 10/24/07 P9 EXPANDED 1-1/2' TO 1-3/8' DOOR THICKNESS0.28" r 11 GA MIN CLIP CHART UP TO 14' HIGH. 2 / ./ `•. SEE SCHEDULE IGRT 12/11/0e UPDATED TITLE CK 6/2/10 i-20 TRACK 13 GA MIN , % OR CARRIAGE BOLT CONTINUOUS / WITH 1/4"-20 NUT WALL ANGLE TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DATE NAME DRAWN 8/21/07 GRT DOOR MAX PSF WIDTH DRAWING PART NO. 307494 9--0" 46.0 PSF/-52 0 PSF PEN 850) A44FLRIDA° 9890325, 4 18'-0" 46.0 PSF/-52.0 PSF 16r-0" +46.0 PSF/-52.0 PSF dalton DATE NAME DRAWN 8/21/07 GRT CHECKED 8/21/07 MRB SHEET 1 OF 2 3395 ADDISON DRIVE DRAWING PART NO. 307494 REV. PIOTRACKSUPPLEMENTCHARTPEN 850) A44FLRIDA° 9890325, 4 2 3/4" t1" EDGE DIST E60XX MIN 1 8 2-2 1/8 V 2-24 MIN 3/16" THICK STEEL FOR MOUNTIN 5/16" x 1-5/8" WALL ANGj v LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR - _ BETTER AT EACH 1/4-20x9HOLEORPAIROFTRACKBOHOLELOCATIONS1/4-20 H MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONALL WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL q• WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDINI 4 ' a CONCRETE MOUNTING DETAIL JOHN E SCATESJ PE 3121 FAIRWIE OR. CARROLLTON, TX 75007 FL PE 31737 Tx PC 56300/ruw PROFESSIONAL ENaNEER1 SEAL PROVIDED ONLY FOR VERIFICATION OF wulplOAD CONSTRUCTION DETARS. 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP MODELS 5200 8000 8024 8100 8124 8500 2 CLIP SPUCE PLATE SCHEDULE TO TOP MODELS 8024/8124 WITH DECATRIM OVERLAY 2-1 2 THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SPLICE 7'-0" 7, 9, 9, 9. 9, 11 7, 9, 9 16 8'-0" 7, 9, 9, 9, 9, 11, 11 7, 9, 9, 9 16 9'-0' 7, 9, 9, 9, 9. 11, 11, 11 7, 9, 9. 9, 11 18 10' - 0" 7. 9. 9. 91 9. 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0" 7. 9, 9, 9, 9. 11, 11, 11, 13, 13, 13 20 13'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 114'-0" 7. 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SPLICE # 7'-0" 5, 6, 6, 7, 7, 9 4, 4 12 8'-0" 5, 6, 6, 7, 7, 9, 9 4, 4, 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 7 14 10'-0" 5, 6, 6, 7, 7, 9, 9. 9, 11 7, 7 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 7. 7. 9 16 12'-0" 5, 6. 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'-0" 5, 6, 6, 7, 7, 9, 9. 9, 11, 11, 11, 13 18 14'- 0" 1 5, 6, 6, 7, 7, 9, 9. 9, 11, 11, 11, 13, 13 18 MODELS 6100/8300/8700 1-3 8 TO 1-5 8 THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SPLICEA # 7'-0" 4, 4, 4, 4, 5, 6 4, 4 8 8'-0" 4, 4, 4, 4, 5, 6, 6 4, 4, 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 1,3'- 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 SPLICEPLATE # 7'-0" 4, 4. 4, 4, 4, 4 3395 ADDISON DRIVE P 650) A4t40989A032514 6 8'-0" 4, 4. 4, 4, 4, 4, 4 6 9'-0" 4, 4, 4, 4, 4. 4, 4, 4 6 10'-0" 4, 4. 4, 4, 4, 4, 4, 4, 4 6 ANGLE 12 FOOT 1TE0 6/11/03 SSURES TO i.00/-5200 PSF FOR DOOR WIDTHS. wOEO 'TEXAS WALL LE' TO 'CONTINUOUS L ANGLE'. ADDED ISTRATE MOUNTING AIL CHANGED TO N NO ANCHORS 4/2/07 CHANGED FORMAT. IED MODELS 9800 18024 WITH OVERLAY TRACK CUP IEDULE. a/zim UPDATED MODELS ED IN CHARTS IATEO SPLICE k CUP IEOULES. 9/06/07 UPDATE MOUNTING AIL DRAWINGS 10/05/07 UPDATED CHARTS TO NATE THE USE OF 08 CUP (REPLACED 9 ACROSS THE UPDATED STEEL INTNG DETAIL 1 04/11/08 EXPANDED 1-1/2' TO I/8' DOOR THICKNESS AT UP TO 14' HIGH. 12/11/08 ADDED MODEL 8700, IATEO TITLE BLOCK 6/2/10 111/ay 1e®DATE NAME DRAWN 1 8/21/07 CRT CHECKED 8/21/07 1 MRB SHEET 2 OF 2 3395 ADDISON DRIVE P 650) A4t40989A032514 DRAWING PART N0. 307494 I REV IP10TRACKSUPPLEMENTCHART Florida Building Code Online Page 1 of 2 ROR Business & Professional Regulation li ramr ra o jlj DeparMn(d OCiS Moms I Lou In i User Reulstradon 4 Mot TODIa ( SuDmt surchaiue I cats a Fans i publications ! Fee Staff I SCIS Site Map I Links I Search E Busines,, ApprovalProfessit&*USER: product Public User Regulation product,eopmyall Menu > DreAutt a Aoolkatbn Search > Application Lkt > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated D Silverline Building Products Corp. One SilveAine Drive North Brunswick, NJ 08902 600)234-4228 Ext 4644 lonberrlanoslbp.com ion Berrlan lonberrianoslbp.com Windows Single Hung Certification Mark or Usting Window and Door Manufacturers Association Window and Door Manufacturers Association Standard AAMA/WDMA/CSA 101/l.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 02/16/2016 Year 2011 2008 I FL # I Model, Number or Name I Description I http://ww,v. floridabui lding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtvA%2bxmzk 1... 2/19/2016 Florida Building Code Online 19715.1 Series 2900/4900 Single Hung I Extruded Vinyl Single Hung Window Page 2 of 2 Umits of Use Certification Agency Certificate Approved for use in HVHZ: No FL19715 RO C CAC 2-4-16 CCL-:Ist.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL19715 RO 11 SWD002 SS 2016-02-03.Ddf Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12,od Created by Independent Third Party: Yes Back Nect Contact :: 1949 North Monme Street. Tallahassee FL 32M Phone: 950-487-1824 The State of Florida Is an AAMED employer. Caovrloht 2007-2013 State of Florida.:: Privacy Slatement :: Accessibility Statement •: Refund Statement Under Florida low, email addresses aro public records. If you do not want your e -mall address released In response to a pubk-records request, do not send elec"nlc man to thio entity. Instead, contact the office by phone or by traditional mail. Ir you have any questions, please contact 950.497.1395. `Pursuant to Section 455.275(1), Florida Statutes, efrective October 1, 2012, Ikxnseo licensed under Chapter 455, F.S. must provide the Department with an ernall address U they have one. The embft provided may be used for official communication with the licca e. However email addresses are public record It you do not wish to supply a personal address, purse provide the Department with an email address which can be made available to the Puck. To deta mbra IF you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: M® M Ciedta http://www.floridabuilding.orglpr/pr app_dtl.aspx?parani=wGEVXQwtDgtvA*lo2bxmzkl... 2/19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTEDIS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF S1/2 INCH THE DEPICTED LOCATION 6 SPACING IN THE ANCHOR LAYOUT DETAILS I.E, WITI IOUT CONSIDERATION OF TOLERANCLS). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTALI ATION ANCHOR WITH LOAD BLARING SH MIS). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8 INCH, SHIM WHERE SPACE OF 3/26 INCH OR GREAT ER OCCURS. SHIM(S)SMALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 08 WOOD SCREWS OR 11 GAUGE ROOFING NAILS OR 20d COMMON NAILS OF SUFFIOENT LENGTH TO ACHIEVE 2-3/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE INSTALLATION SMALL MAINTAIN MIN. 3/B' EDGE DISTANCE. S. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 88 SELFTAPPING SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A 911NIMUM OF 3 TNR D EN N BEYOND METAL WALL INSTALLATION SMALL MAINTAIN MIN. 3/8' EDGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 920 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH IX BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETEIMASONAY, USE 3/16 INCH DIAMETER ITV/ TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.2/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4' EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL SND USE R10 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 1HREADS 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. 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOOD DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTWITES WITH STRENGTHS LESS TIM 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 'MINIMUM SPECIFIC GRAVITY OF OSS. B. CONCRETE •MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROUT-FILLFDCMU- UNITSTRENG7H CONFORMSTO ASfMC90WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 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 PSL E. STEEL • MINIMUM YIELD STRENGTH OF 33 0. MINIMUM WALL THICKNESS OF 47,6 MIL (04478' or It GAUCHE). MIN. 1/2' EDGE DISTANCE f. ALUMINUM• MINIMUM ALLOY 6063 -TS. MINIMUM WALL THICKNESS OF 1116'. MIN, 1/2' EDGE DISTANCE. SILVER LINE BUILDING PRODUCTS SERIES 2900/4900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN B DESIGNED AND MANUFACTURED TO COMPLY WITH THE 5TH EDITION 2014) FLORIDA BUILDING CODE (FBC), EXCLUDING HVIR AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA WDMA/CSA1DIALVA440-0 1 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCAETE/MASONRY, 2X 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 2X BUCKS (WIZEN USCG) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN, REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HERON 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 SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON•HVH2 AREAS. IN HVIQ AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MIAMFDADE RER OR AHI. S. MPROVED IMPAR PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPAR RESISTANCE. 6. WINDOW FRAME MATERIAL PVC 7. IN ACCORDANCE WITH THE STH [ORION FBC, WOOD COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN CHAPTER 23. S. GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 GLASS CHARTS. SEE SHEET 6 FOR GLADNG DETAILS. MAX OVERALL SIZE WIDTH HEIGHT TABLE OF CONTENTS SHEET REVISION SHEET DESCWTION 1 - INSTALLATION A GE NES AL NOTES 2 - ELEVATION 3 - ANCHOR LAYOUTS 4 VERTICAL A HORIZONTAL SECTIONS (NAIL FITQ B VERTICAL 6 HORIZONTAL SECTIONS (THROUGH FRAME) 6 - HORIZONTAL SECTIONS, RUCK INSTALLATION. A 6lAED46 DETAIL MAX OVERALL SIZE WIDTH HEIGHT DESIGN PRESSUREPRESSURE MISSILE IMPAR RAT" 36' 84' O/X 35 / •35 PSF NON IMPACT 36' 65' 0/X 50 / .50 PSF NON IMPACT 38' 74' CIA 50 / -50 PSF NON IMPACT 36' 77' 1 0/X 35 / •35 PSF NON IMPACT 44' 62' 1 0/X 450 / •50 PSF NON IMPACT 46' 72' DIX 35 / -35 PSF NON IMPAR 48' 64' O/X 20 / •20 PSF NON IMPACT 52' 72' O/X 25 / -25 PSP NON IMPACT 36' 63.75' O/X (OAM) 35 / -35 PSF NON IMPAR 46' w O/X (ORIEL) 20 / -20 PSF NON IMPAR 7r 621 O/X-O/X 35 / -35 PSF NON IMPACT 72' 84' O/XO/X 35 / -35 PSF NON IMPAR 76' 6r O/XO/X 50 / •50 PSF NONIMPACT 76' Ir O/XO/X 50 / -50 PSF NON IIAPACT 76' 7T O/XO/X 25 / 45 PSF NON IMPAR 60' 74' O/X-O/X 35 / •35PSF NON IMPACT 96' 74' O/XO/X 30 / -30 PSF NON IMPAR 106' 6r O/X•O/X-0/X 50 / -50 PSF NON IMPAR Jar 72. O/XO/XO/X 50 / -50 PSF NON EMPAR 108' 84' O/X-O/X-O/X 25 / -25PSF NLf.I 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 b7Andersen n+P4.F•000R4 O41 A1vE2LnF 0'E wIInH N4 vnwNr.L w o1Fla 1k OSIS 4SN000 G 0 rj m T ly N Z COQ J N 13 6 b Z D VG it SWD002 IEET 1 OF G MAX. FRAME MAX FRAME Silver ne WIDTH 48' WIDTH 48• bl a se, B E 4 4 S r.er.eesSS F< 011E SaVET&M DAM w04Dm SMY6W7LIt. NJ OpOi F PP F PPo 4 NFO 3 o tL MAX. FRAME MAX FRAME " < HEIGHT 96' HEIGHT 96• QUALIFIED CONFIGURATIONS W 5 0 ARCH TOP CONFIGURATIONS FOR ALL 2WI4901 H /.m1 W - RATINGS. SINGLE UNIT CONFIGURATIONS F' w d F Q A D A D 4 S 4 S Tm ELEVATION ELEVATION ZSINGLEHUNGWINDOW SINGLE HUNG ORIEL WINDOW O H o MAX. FRAME WIDTH 96' w w LU QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 29024902 RATINGS. TWIN UNIT CONFIGURATIONS OpFF ZF MAX FRAME 0 A A. •` HEIGHT 74' MAXLMINAHEU d' • • Fit( m d D N Z Y Q Zs ELEVATION 4 5 ELEVATION Dw TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW C W ppp 2 sHEEEET: 2 OF 6 2' MAX. FROM CORNERS L it, MAX. r O.C. Il' MAX. O.C. 2' MAX. FROM 41/2' MAX. CORNERS I -1 [_ O.C. 41/2' O.C. 2' MAX. FROM CORNEQSL NOTD.+•,arwaTSAttrmrsr 2' MA SNNL.l ANf MEbY A•GG FROM ATWAD.JAM..ANDWLL CORNERS ANCHOR LAYOUT NAIL FIN • SINGLE HUNG WINDOW 6' MAX. FROM r- 20' MAX. CORNERS O.C. 6' MAXIF _'11 FROM CORNERS 20' MAX. O.C. 6' MAX. FROM CORNERS L T ANCHOR LAYOUT THROUGH FRAME • SINGLE HUNG WINDOW 16 b 6' M FROM CORNERS 41/2' MAX. O.C. ANCHOR LAYOUT NAIL FIN • TNIN SINGLE HUNG WINDOW 1' MAX ROM . _ 6'MAX, F CORNERS O.C. I I 6' MA O.0 1' MAX. I 1 6' MAX. FROM ' I F- O.0 CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6' MAX. FROM 12 3/4' MAX. CORNERS r- O.C. I- 161/2' MAX O.L. r ANCHOR STRAP MAXP/N 50-299'5-2 CORNERS SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT TIROUGN FRAME • TWIN SINGLE HUNG WINDOW 12' MAX O.C. Silverline bfi+I1d2(St'J1 ow SIL%IN M* MWA ND.TI I.IRiSmm Ni Onm R.Os2143SImDElmo L^m' A ANCHOR STRAP P/N 50.2995-2 SEE SHEET S FOR DETAILS NWW co NN i 3 Y S p v F 2 0 of L w 0. Z<e W 1' MAX. I 1 6' MAX. FROM ' I F- O.0 CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6' MAX. FROM 12 3/4' MAX. CORNERS r- O.C. I- 161/2' MAX O.L. r ANCHOR STRAP MAXP/N 50-299'5-2 CORNERS SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT TIROUGN FRAME • TWIN SINGLE HUNG WINDOW 12' MAX O.C. Silverline bfi+I1d2(St'J1 ow SIL%IN M* MWA ND.TI I.IRiSmm Ni Onm R.Os2143SImD L^m' A ANCHOR STRAP P/N 50.2995-2 SEE SHEET S FOR DETAILS NWW co NN i 3 Y S p v F 2 0 of L w 0. Z<e W pwm Is N m 4z ii _ m C j W Z of 10U) a = p m v/ Z O Z H UJ Ax Lup ANCHOR STRAP P/N 50.2995-2 SEE SHEET S FOR DETAILS N p o co NN i 3 Y S p v DW6 ANCHOR LAYOUT SWD002 THROUGH FRAME • TRIPLE SINGLE HUNG WINDOW SHEET: 3 of 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS 8 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER SEALANT O.A. By OTHERS UNIT HEIGHT EXTERIOR SEE GLAZING DETAIL, SHEET 6 11/2* MIN. EMBEDMENT 3/8' MIN. F EDGE DIST. 1 1/4• MAX. L 1/4• MAX. SHIM SPACE SHIM SPACE SASH REINFORCING INTERIOR SEE SHEET 6 FOR REQUIREMENTS SEE 6LAZIN6 DETAIL sHEFr6 INTERIOR g VERTICAL SECTION q HEAD -2X WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT EXTERIOR O.A. UNIT WIDTH MIN. 3/8' EDGE DISTANCE MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE 8 6R. 4 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL SND BY OTHERS, SEE SHEET 1 INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS PERIMETER 5EALANT BY OTHERS HORIZONTAL SECTION q IAMB - METAL STUD NAIL FIN SilverUne bYAnde15en neere.eeee• 04 SUVM" ohm mAr. ee»uwta.eu Deem Mi (m) 4js-lm 1 n C Z5i JDLLtuZd2m Wyt/ V) 0 5Z Lu m'Q 0. L • a 0 Z co N ts2 o h OF 6 PERIMETER / SEALANT BY OTHERS 1/4' MAX EXTERIOR FINISH SHIM SPACE BY OTHERS 18 WOOD SCREW INSTALLATION ANCHOR 3/8' MIN. EDGE DIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS CAULK BETWEEN p• . a a! CONCRETE/ MASONRY CONCRETE/ MASONRY d 2XBY E 1 1/2' MEN. OTHERS WOOD BUCK BY OTHERS EMBEDMENT VERTICAL SECTION q SILL- 2X WOOD BUCK NAIL FIN EXTERIOR O.A. UNIT WIDTH MIN. 3/8' EDGE DISTANCE MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE 8 6R. 4 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL SND BY OTHERS, SEE SHEET 1 INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS PERIMETER 5EALANT BY OTHERS HORIZONTAL SECTION q IAMB - METAL STUD NAIL FIN SilverUne bYAnde15en neere.eeee• 04 SUVM" ohm mAr. ee»uwta.eu Deem Mi (m) 4js-lm 1 n C Z5i JDLLtuZd2m Wyt/ V) 0 5Z Lu m'Q 0. L • a 0 Z co N ts2 o h OF 6 10 WOOD SCREW INSTALLATION ANCHOR CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/MASONRY ' BY OTHERS PERIMETER SEALANT- _ BY OTHERS INTERIOR r ) O.A. EXTERIOR UNIT BY OTHERS HEIGHT r GLAZINGSA. EIL J DETHE6 PLAN VIEW -ANCHOR STRAP 3/4' MM EDGE DISTANCE ZX WOOD BUCK/STUD BY OTHERS SEE SHEET 6 FOR 1/4' MAX CONNECTION DETAILS SHIM SPACE SASH REINFORCING SEE SHEET 6 FOLLINTERIOR ENTS ZING 11/2, MIR EET 6 EMBEDMENT j v4' MAX SHIM SPACE INTERIOR VERTICAL SECTION 5 HEAD • 2X WOOD BUCX THROUGH FRAME SEE GANG DETAIL, SHEET 6 EXTERIOR FINISH EXTERIOR INTERIOR PRECAST SILL ANCHOR STRAP. AT TWIN 6 BY OTHERS AMD -METALTUBE/STUD OR APPROVEDMUWON TRIPLE CONF26.ONLY. SEE u PLAN VIEW -ANCHOR STRAP UNIT HEIGHT RIGHT FOR INSTALL. REQ. T EDGE DISTANCE p 1/4' MAX 5 PERIMETER SEALANTr BY OTHERS SHIM SPA I EXTERIOR FINISH BY OTHERS UNIT PRECAST SILL i „ 5 BY OTHERS AMD -METALTUBE/STUD OR APPROVEDMUWON 3/16' ITW TAPCON u INSTALLATION ANCHOR TO ACCOMODATE #14 DIA. 1 3/4" MIN ° . EDGE DISTANCE p VERTICAL SECTION 5 SI-CONCRETE/MASONRYLL THROUGH FRAME MIN.3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN. 1/2'EDGE DISTANCE IO 6R. 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS. SEE SHEET 1 INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR BY OTHERS CE O.A. UNIT WIDTH F HORIZONTAL SECTION S AMD -METALTUBE/STUD OR APPROVEDMUWON THROUGH FRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME, HOLES PROVIDED 4.0000-t-4.0000TOACCOMODATE #14 DIA. 2.0000't-2.0000 0.0620- 0.5000(2) I 0.7500(2) j --4-3.0000(2)x-6.0000 INSTALLATION ANCHORS FROM ANCHOR STRAP TO 11/4° MIN. PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) EMBEDMENT OPENING. SEE ANCHOR MENT REQUIREMENTS BELOW. I ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16' ITW TAPCONS PER STRAP, MIN. 1.1/4' EMBEDMENT, MM 1-3/4' EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF•DRILUNG SCREWS, 6R. 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 t,iMde15e11 arII 4o•ni r+onw uKu.urrgiswzac ru oea¢ rw 1rni.u aao n R aZ O digx 0 W <N tuc G u m rrZ h { Lu Z S dIK Lu am 0 V) Z 1-4 CO H g LLI w O rloj 1, 5, IU5 y 2 NG #: SWD002 AEET: 5 OF 6 EXTERIOR INTERIOR VERTICAL SECTION 6 MEETINGSTILE INTERIOR IEF SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS tj HORIZONTAL SECTION 6 INTERMEDIATE IFRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (0/X), OESI6N PRESSURE •/- 35 PSF 36 X 84, (0/X), DESIGN PRESSURE •/- 35 PSF 38 X 74, (0/)Q, DESIGN PRESSURE •/- 50 PSF 38 X 77, (O/X), DESI6N PRESSURE •/- 35 PSF 72 X 84, (O/X-0/X), DESI6M 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-O/X-O/X), DESIGN PRESSURE •/-50 PSF c- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-0/X), DESIGN PRESSURE •/- 35 PSF 0 - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SITE/RATINGS: 76 X 62, (O/X-0/X), DESIGN PRESSURE •/- 35 PSF NOTE: ALL GLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM, E 1300 GLASS LOAD RESISTANCE. 5/8' O.A. I.6.6LA55 EXTERIOR / INTERIOR MIN.6LA55 D BITE 1/2• D -r 1/8• SETTING BLOCK GLAZING DETAIL I NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED IS NOT EXCEEDED. 2. BUCK MAYBE FLUSH WITH FACE OF THE BLOCK, 1/4• ITW TAPCON ANCHOR 4' FROM CORNERS 16' MAX. O.L. THEREAFTER 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT J_ WINDOW FRAME. BY OTHERS 11/4' MIN EMBEDMENT11/2• NTN. EDGE DISTANCE 2' MIM EDGE DISTANCE CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL SilverLine hA1ldersen 9741 r,eoere. oeees am =VDLD4 eVK WMTH Mmmm w onm Mi 077) •7'if70D 2t i^ a M n t r Z+ r• yNgJ s 4 ov'J` N W'x• m 2 jt0 j; uW7 Yl 3 m CI) < _ m z LL, N Z 00 LU W cc o gid.•• `e l 1", j: W J N Y < p G IV) DWG #: SWD002 SHEET: 6 of 6 WINDOW 8 DOOR M/WUFACTURERSASSMIATION IEWDMAConformance Hallmark® Certificate of and License (CCL)4C 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. AdminiS" UTtslaaegemrnt ysrceu, lac. Product No. Product Name Standard Rating tide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01.109-47 5/21/2015 5126/2025 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 10111.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm 89241.01-109.47 7/17/2012 3/8/2017 9142127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/1912016 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 4/312017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665.1 5/24/2013 4/3/2017 914x1930 mm (36x76 in}H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05! Wind Zone 3, Missile Level D, 12l9mm 1676mm NCTL-110-15664.2 6/72013 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 11 18m 1905mm C7074.01 7/12013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psQ; Negative Design Pressure DP)=1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440•H-025.43 2901/4901 101/I.S.21A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/12013 5/12017 965xl676mm' (38x661n')-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 wl AssocIATON Hallmark® Certificate of AMS, INC. 11WDMAConformance and License (CCL)4C A c `m`u` Silver Line Building Products Mir ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.21A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118xl575mm' (44x62in')- Type H; Positive Design Pressure (OP) = 240012a 50psf); Negative Design Pressure (OP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.21A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 240013a (50psf); OP = -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); OP =-2400Pa (-50psf) 440•H-025.47 29001mpact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016xl829mmm (40x72in) - Type H; DP = 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; OP+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 OP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/2021203.94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321 mm 1854mm NCTL-110-16675-3 3/5!2014 12/1212017 1321 x 1854mm (-52 x 73 in.) Type -H WD -20 10114109 Friday, May 13, 2016 Page 8 WINOOW & 0008 MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMS, INC. IEWDMA Conformance and License CCL44 A"°"stcm,i°°`"" CCL) sys.ln<. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440•H-025.57 2901/4901 Impact 101/I.S.2/A440.11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.)' Type -H 440-H-025.59 2901/4901 Impact ASTM EA996 121ASTM OP +50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675.2 3/5/2014 2/20/2018 E-1886.05 Wind Zone 4 440•H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM OP +50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675.2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type -H; OP +20/-20 psi; Water Test Press 150Pa (3.13psf) 440-H-025.62 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440.11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type -H; OP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/29014901 Single Hung Window 101/I.S.2/A440.11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-10947 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type -H; OP +30/-30 psi; Water Test Press 260Pa (5.43psf) 440-H-025.64 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72)' Type -H; OP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440•H-025.65 29004900 Series/29014901 Single Hung Window 101II.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) Type -H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.66 29004900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440.11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type -H; OP +20/-20 psf; Water Test Press 150Pa (3.13psQ 440-H-025.67 29004900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01.109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)' Type -H; OP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.68 29004900 Sedes/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 918/2025 965mm x 1880mm'(38 x 74) Type -H; OP +50/-50 psf; Water Test Press 360Pa (7.52psf) WD -20 10/14/09 Friday, May 13, 2016 Page 9 WINOOW 8 ODOR MANUFACTURERS ASSOCIATION IEWDMA Hallmark® Certificate of . Conformance and License CCL " Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. agcmnsd'°'°` sygm,I'°. sy.ln<. 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-r1 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-025.70 2900-4900/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-10947 1/15/2016 2/8/2026 1118m x 1575mm (44 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 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 819/2016 2032x2134mm (80x84 in}H 440•H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-10947 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-H-027.21 2900/4900 10111.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-10947 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 C7070.01-10947 9/24/2013 7/22/2017 1994x1524mm' (79x60in•)-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440.11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-10947 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109.47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-10947 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm 09358.01-10947 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 WINOOW R ODOR MMUFACTURERSASSMIATION Hallmark® Certificate of Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. A 1° tvYSystcros, fee. fee. mrnt Mana1MWDMA Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psi; Water Test Press 180Pa (3.76pso 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; OP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900.4900 Series/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/812025 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/29024902 Twin Single Hung 10M.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109.47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psf; Water Test Press 360Pa (7.52psf) 440-H-027.31 2900-4900/29024902 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 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440.11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.33 2900-490012902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; OP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 2903/4903170 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm 13643001 4/5/2012 12/16/2016 27370575mm (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'(107x62in'-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD -20 10114109 Friday, May 13, 2016 Page 11 WINDOW & OOORNOMWNUFACTURERSASSOCIAMON IEWDMA Hallmark® Certificate of Conformance and License (CCL)4C 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. agemmaAd'°`°s `' nc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2IA440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11M2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; OP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440•H-028.20 2900/4900 Series 290314903 Triple Single Hung 101/I.S.21A440-11 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; OP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.2/A440.11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; OP +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; OP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.21A440-08 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 1118xl524mm' (44x60'in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 26013a 5.43psf) 440-H-029.08 2900-490012907-4907 Single Hung 101/I.S.2/A440.11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in}H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm 05514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm 05514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WO -20 10/14/09 Friday, May 13, 2016 Page 12 WINDOW &DOOR MANUFACTURERSASSoclATION Hallmark® Certificate of NOWDMA Conformance and License (CCL) 4C > Silver Line Building Products Mfr IO: 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-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) Standard Rating 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +3505 psf; Water Test Press 260Pa 5.43psf) 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type -TR; DP +351-35 psi; Water Test Press 260Pa 5.43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: Wide High Test Report # 1245mm 2432mm E6290.01-10947 2734mm 914mm E6290.01-109.47 7 -,Ix. John McFee, ISP a AMS, INC. Adminis %v Managcraent System, Inc. CertDate ExpDate 11/23/2015 4/27/2025 11/23/2015 4/27/2025 rams, WAVA Hallmark By: 0231 114 Rhonda Schorz, Authorized Represantadve, AMS A Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)6734828 www.wdma.com TEL (315)646-2234 staff@amscert.00m WD -20 10/14/09 Friday, May 13, 2016 Page 26 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buiIdingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL 19715 Report No. 3947 5th Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1— A (Certificate) Windows Single Hung Series 2900/4900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/15/2015 Contents: Evaluation Report Pages I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17 -05'00' SES F. , ori 7 T T ' Hermes F o ero, P.E. Florida No. 73778 A\\, BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5" Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5" Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5" 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 IrI\\ 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: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 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 A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL19715 ' Date: 12/15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR it Gauge Roofing Nails OR 20d 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. f c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (IX), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 4/28/2017 Florida Building Code Online Ic;;;.i_.1 : /'I?L ,.aa; it W -A SCIS Home . Log In I user Registration I Hot Topics I Submit Surcharge I Stats 8 Facts I Publications I FBC Staff ; SCIS Site Map I Links I Search I r Qtr,t Product Approval IUSER: Public Usv Product Ahmrovai Menu > Product or Application Search > Annlication List > Application Detail 1-n:'E,vE-• ci- I FL F FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved I Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method James Hardie Building Products, Inc. 26300 La Alameda Ste. 2S0 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardle.com Pingsheng Zhu pingsheng.zhu@jameshardie.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardle.com Pingsheng Zhu 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Panel Walls Siding Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald 1. Ogawa the Evaluation Report Florida License PE -24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R4 COI RIO - Certificate of Independence.PDF Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 4 ASTM E330 2002 iI i Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect J! EL13192 R4 EDuiv ASTM C1186 Eauivalencv Slaned.odf https:/Avww.floridabuilding.orglor/pr app dU.aspx7param=wGEVXQwtDgtska/o2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgAa/o3da/o3d 1/3 4/28/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/17/2015 Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Summary of Products FL # Model, Number or Name Description 13192.1 mplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 11 ER RIO -2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 If ER RIO -2557-15 Plank Shinale CMU.odf Impact Resistant: N/A FL13192 R4 11 ER RIO -2577-15 Plank to WSP Sheathlna odf Design Pressure: N/A FL13192 R4 11 Install CemPlank Siding.odf Other: For use in HVHZ install in accordance with NOA 15- FL13192 R4 li 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.Ddf FL13192 R4 AE ER RIO -2557-15 Plank Shinale CMU.Ddf FL13192 R4 AE ER RIO -2577-15 Plank to WSP Sheathinq,Ddf FL13192 R4 AE NOA 15-0122.04.WK Created by Independent Third Party: Yes 13192.2 HardlePlank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13192 R4 11 ER RIO -2553-15 Plank metal woos pdf Approved for use outside HVHZ: Yes FL13192 ' R4 11 ER RI0-2557-15 Plank Shinole CM! odf Impact Resistant: N/A FL13192 R4 11 ER RIO -2577 -IS Plank to WSP Sheathino.odf Design Pressure: N/A FL13192 R4 11 Install HardlePlank Slding.Ddf . Other: For use in HVHZ install in accordance with NOA 15- FL13192 R4 11 NOA 15-0122.04.odf 0122.04. Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO -2553-15 Plank metal wood.odf FL13192 R4 AE ER RIO -2557-15 Plank Shingle CMU.Ddf FL13192 R4 AE ER RIO -2577.15 Plank to WSP Sheathino.Ddf FL13192 R4 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes 13192.3 HardleShingle Individual Shingles fiber -cement individual cladding shingles Limits of Use Installation Instructions Approved for use In HVHZ: No FL13192 R4 11 ER RIO -2555-15 Shingle metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 11 Install HardieShinale Sidino.odf Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RIO -2555-15 Shingle metal wood.odf Created by Independent Third Party: Yes 13192.4 ( HardieShingle Panel Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: fiber -cement notched shingle'panels (straight edge, staggered edge, half round edge) Installation Instructions FL13192 R4 11 ER RIO -2555-15 Shingle metal wood Ddf FL13192 R4 II ER RIO -2557-I5 Plank Shingle CMU.Ddf FL13192 R4 II Install HardieShinale Siding.Ddf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO -2555-15 Shingle metal wood.odf FL13192 .R4 AE ER RIO -2557-15 Plank Shingle CMU.Ddf Created by Independent Third Party: Yes 13192.5 Prevail Lap Siding fiber -cement lap siding N. y." .. Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 II ER RIO -2553-15 Plank metal wood.Ddf https://www.Ooridabuilding.orgfpr/pr app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 2/3 4/28/2017 Florida Building Code Online Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ Install in accordance with NOA 1S- 0122.04. FL13192 R4 11 ER RIO -2557-I5 Plank Shing a CMU odf FL13192 R4 11 ER RIO -7.577-15 Plank to W Sp Sheathing ocif FL13192 R4 11 Install Prevail Lila Sldina.ndf FL13192 R4 fI NOA IS -0122,04.01" Verified By: lntertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO -2553 -IS Plank notal wood odf FL13192 R4 AE ER RIO -2557-15 Plank Shinole CMU.odf FL13192 R4 AF ER RIO -2577-15 Plank to WV D Shpathinci.adf FL13192 R4 AE NOA 1S-0122.04.pdf Created by Independent Third Party: Yes Loi5; fq'itj Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-467-1624 The State of Florida Is an AA/EEO employer, Coovnaht 2007.2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronicmailtothisentity. Instead, contact the office by Phone or by traditional mail. If you have any questions, please contact 850.487.1395. •Pursuant to section4SS.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 haveone. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply aPersonaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter455, F.S., please dick here . Product Approval Accepts: Credit a Safe SCCIIritpiETKICS- https:twww.floridabuilding.org/pr/pr_app g.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnH11D4CXwhKRgKDf7RrxWwZsbgA%3d%3d y3 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO -2553-15 or RIO -2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. v HardiePlank roe Lap Siding ORJamesHardie EFFECTIVE SEPTEMBER 2013INSTALLATIONREQUIREMENTS - PRIMED & COLORPLUV PRODUCTS Visit mmiam oanie.canfor the most recent version. SELECT CEDARMILL° Is, SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT—EDGE SHINGLE PLANK IMPORTANT: FAILURE TO INSTALLAND 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 THEPRODUCTONLYWARRANTY. BEFORE INSTALLATION, CONFIRM THATYOUARE USING THE CORRECT HARDIEZONE7" 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 1-866-942-73439 (866 9HARDIFI STORAGE & HANDLING: CUTTINI Store Qat and keep dry and covered prior OurDOoF& to Installation. Installing siding wet or 1. Pnalim culling sfalion so that wirdww biowdist avey from user saturated may result in shrinkage at brill and oUwv6 in annyg are, 2 Use one of the IdbwAnp rrIlbod . iolnrs. Carry planks on cdgo. Protect a Best• I. °core and saga edges and turners from breakage. James ti. shears (mareal, ebcirc or rnaumatoHerdicisnotresponsiblefordamageIs, Better- i. Dual rrx(nring Circular :awerlippod will a caused by improper storage and handling Hart ( lade• saw blade and HEPA %ecuun e4WIon of the product. C Good. I. Dial mils9ng drafrr saw with a Hardialltade saw bl ColorPllsproducts] Iles dluliis. ding only Ira: W low h moderate adl9,g) INDOORS 1. Cut only ming ware and snap, Or shPars (manual, alecui or pneumatic). 2. Position cutting station In well-ven3ated area NEVER use a poser saw Indoors NEVER to a chart, saw bade that dons nd arty to Hardeatade saw blade badernark NEVER (try -OP.p - Use wet suppression or NEPA Vacs un Important NoW For maodmm protection OMW milarable dull froArpnn),.kurhes Ruda recommends olvraye or Ing 'Bgl'-k:sel a4trgf methods where lemble. NIOSH -approved respirators Can be used In rory'undbn Win abase OAM practices to further reduce duct exposums. Addloral Mason Intimation is avafWbkalwww.pmmhafdlmcom to helpyar delemine the moll appropriate cr" msihol for yarr)ab regtirenents, ficonoem of ftLfs about o rpo©ue kseks or joudormcampyMlhMeaboueprad'ces, jou SIWUtI nMaysconsult a qualified indcrtbtalhyVmW orcbnW Anes Hardie for hrtherillonnalion GENERAL REQUIREMENTS: WWM FhardiePlank` lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening requiiernents. Irregularities in framing artd sheathing can mirror through the finished application. Information on installing James Hardie products over foam can be located ill JH Tech Bulletin 19 at vi ww,Jamehardle.com A water -resistive barrier is required In accordance with local building code requirements. The water -resistive barrier must be appropriately installed withpenetrationandjunctionflashinginaccordancewithlocalbuildingcoderequirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardfeWrap= Weather Barrier, a noel -woven non -perforated housewrap', which complies with building code requirements. When installing James Hardie products all clearance details in figs. 3-14 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6' in the first 10'. Figure 1 Double Wall Single WallDonotuseHardlePlanklapsidinginfasciaortrimapplications. construction Construction Do not install James Hardie products, such that they may remain In contact vitt) standing water watsrreslsli+e larder Win bracing HardiePlank lap siding may be Installed on flat vertical wall applications only. vinvood or 24" o c -max For larger projects, including commercial and multi -family projects, where the span of the osffsl]eetMng 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 — -- James Hardie'' Siding Products' at www.JaniesHardie.com. I IDONOTusestain,lliValkyd base paint, or powder coating on James Handle° Products. , INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options Figure 2 Nat fine of net are required by code (as referenced 2009 IRC wad line Is First prevent place R7U3.3.2) fastener A. Joint Flashing (James Hardie recommended)- - ""M between 3/4" V horn tapB. Caulking' (Caulking is not recommended ;,j1e of pfrenlQ for ColorPlus for aesthetic reasons as the mor I Caulking and ColoPlus will weather .— differently. For the same reason, fl shi ng - do not caulk nail heads on ColorPllsproducts] Iles dluliis. ding C. "H" jointer cover - - instal Planks In moderate contact at buit)ornts Instal a 1 1/4' aWner torp to canoe a COMIK11nmt ptankangle I07wa ath(rrbprtategap W.Ween planks and trim. then cook-, Note. Feld painting aver caulldng may produce a sheen difference when compared to the field painted PrimePltrs. 'Refer to Caulking seclion m these insirwlims For additional information on Hardifte Weather Barrier. consult James Hartle at 1 •B66.41lardle or wwwtardlewrap.com WARNING: AVOID BREATHING SILICA DUST lames Hartle° products contain nespinablIs crystalline silica, which Is known to the Sate of Wflornh to corse cancer and Is considered b/ Nltt; and HIM to be s muse of cancer from some ace spelbealsauna. Breathing Massive amolmts of respirable soca dust can otso cause a disabling and potentiaty fatal lung disco caged sirrcosb. and has meta linked w N other diseases. Some states suggestvrkiringmayincreasetheserasesI)tnrbhpi sl;i4ilimorIhanrling(1fworkhdrillerrucaawiDnample.veedilallm.(7 asefibermmN marsInrntlinpor,wlncmnalIne:rTle,urnnFramlir6lrole•wasbhrleinn) dusl-redudng ckcubr sow attached to a HEPA vacuum; A) warn others In rhe knnnedlato area; (4) wool a popery -need. MOSH-aWfurod dust mask or resorator (e.g. N-95)1] accordance with apolcalbleyovenIBMmoulnbnsendmanufacturerdhwIkngInstructionstohurespirable &lira mmseppoosures. Dunng cin -up, use HEPA vacuums drwel cbanup methods - rover dry sweepI . For further i for ion, reiorbouruatal'at ] nnstruclal SansandMaterialary DataSIMova table at www.lanasA udle.can a lir oiling I.809HARDE (1.800-942.7343). FALUItE To ADHERE TO OUR WAnNNGS. MSDS. ANDINSTALLATIONINSTRUCTIONSMAYLEADTOSERIOUSPEF60NALWJURYORDEATH %VA" 1151111U•Pl/4 6/13 Arai o" ME CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6RooftoWallHorizontalFlashingKickoutFlashingSlabs, Path, Steps to Siding Z -Flashing As airedCode c'f x 4" Min. Y." " Do not catiik In. 1 "-2" Figure 7 irl Figure 8 Figure 9 Figure 10 Figure 11DecktoWallGroundtoSidingGuttertoSidingShelteredAreasMortar/Masonry Flashin Ft ping ^'~ : ' ' _ =Flashing 9 MI Min. -Y." Min. W.. Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension FASTENER REQUIREMENTS 4A' Blind Nailing Is the preferred method of installation for HardiePlanko lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemption when doing a repalr). Pin -backed corners may bedoneforaestheticpurposesOnly. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailina. BUND NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221" HD x 2" long) 1 lga. rooting nail (0.121" shank x 0.371" HD x 1.25* long) Screws - Steel Framing Ribbed Wafer -head or eguIvalent (No. 8 x 1 1/4" long x 0.375" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F PanelfasN nails or equivalent (0.10" shank x 0.313" HD x 1.1/2" long) Nails mist penetrate minimum 1/4" into metal training. OSB minimum 7/16" 11 ga. roofing nail (0.121" shank x 0.371" HD x 1.75" long) Ribbed Wafer -head or equivalent (No. 8 x 15/8" long x 0.375" HD). Stud k OC... Nes I.Y+e o. NO Water Rosh6va I /r.•ruin• sanbr Overlap Figure 15 FACE NAILING Nails - Wood Framing 6d (0.113" shank x 0.267" HD x 2" long) Siding nail (0.09" shank x 0.221" HD x 2" long) Screws - Steel Framing Ribbed Bugle -head or equivalent (No. 8-18 x 1-5/8" long x 0.323" HD) Screws must penetrate 3 Ilveads Into metal framing. Nails - Steel Framing Er & F pin or equivalent (0.10" shank x 0.25" HD x 1: 1/2" long) Nails must penetrate minimum 1/4" into metal banging. OSB minimum 7/16" Siding nail (0.09' shank x 0.221" HD x 1-1/2" long)' Figure 16 Minimum overlap for Both Face and Blind Nailing min.1 1/4'Ioverlap f_—_ 4- 0. C. max. X., 1 _ O 314•-1. O face roc I i y water -resistive I --•- banter 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; aril when considering anernadve fastening options reler to James Hardie's Technical Bulletin USTB 17 - Fastening Tips for HardlePlane Lap Siding. HS11119-P214 6113 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized. or stainless steel. Electro -galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot- dipped galvanized nails. James Hardie is not responsible for the 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 ACD 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-Ireated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific Jurisdiction. Consult James Hardie technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and training. Fastener heads should fit slug against siding (no air space). (fig. A) Do not over -drive rail heads or drive nails at an angle. If rail is countersunk fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace naip. NOTE: Whenever a structural member is present, HardlePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywrlod should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. y 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 Wstener 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. It setting the nail depth proves difficult, choose a setting that under drives the roil. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). countersunk, tlq, 0fill8addnail snug flush DO NOT DO NOT Figure A Figure B under drive nails staple PAINTING DO NOT use stain, olValkyd base paint, or powder coating on James HardieA 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 hr paint manufachurers specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to touch-up ColorPlus products. CAULKING For best results use an Elastomedc Joint Sealant complying with ASTM C920 Grade NS, Class 25 or -higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written Instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie® ColorPluse products. During installation use a wet soft doth or soft brush to gently wipe off anyresidueorconstructiondustleftontheproduct, then rinse with a garden hose. Touch up nicks, scrapes and nail heads ming the ColorPlus, Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardlePlank" lap siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges Into tdm where possible, and caulk. Color matched caulks are available from your ColorPlus' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not wnhrant tho wage of third party touch-up or paints used as touch-up en ,lames Hardie ColorPlus products. Problems with appearance or performance arising from use of thlyd party touch-up paints or paints used as touch-up that are not James HArdle touch-up will not becoveredundertheJamesFlardleColorPlusLimitedFinishWarranty, PAINTING JAMES HARDIE* SIDING AND TRIM PRODUCTS WITH COLORPLUS® TECHNOLOGY When repainting CulorPlus products, James Hardie recommends the following regarding surface preparation and lopcoal application: Ensure the surface Is clean, dry, and free of any dust, dirt, or mildew Repriining Is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oiValkyd 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 temperatureDONOTcaulknailheadswhenusingColorPlusproducts, refer to the ColorPlus touch-up section HSI 1119-P3r4 6/13 MZ -149. COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANKe LAP SIDING WIDTH SQ 5114 6114 7114 7112 6 8114 9114 9112 12 1 so =loo sq rt.) exposure) 4 5 6 6114 6 314 7 6 8114 103/4 1 2 25 20 17 16 1s 14 13 13 9 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 36 284 5 100 80 67 64 59 57 50 50 37 125 100 83 80 74 71 63 63 47 6 7 150 120 100 96 89 86 75 75 56 8 175 140 117 112 104 100 88 88 85 9 200 160 133 128 119 114 100 100 74 225 180 150 144 133 129 113 113 84 10 11 250 200 167 160 148 143 125 125 93 12 275 300 220 240 183 200 176 192 163 178 157 171 138 150 138 150 102 112 13 14 325 350 260 280 217 233 208 224 193 207 186 200 163 175 163 175 121 130 15 16 375 400 300 320 250 267 240 256 222 237 214 229 188 200 188 200 140 149 17 18 425 450 340 360 283 300 272 288 252 267 243 257 213 225 213 225 156 167 19 20 475 380 317 304 281 271 238 238 177 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide. Actual usage Is subject to variables such as building design. James Hardie does not assume resporlsiblity for over or under ordering of product. IRECOGNmON:In accordance tdh ICC -FS EvakWon Report E614•229o, HardlePa"lap stdng Is recognized as a suoatle altemate to INtspedled in: he 2006,200&82012Ir&na9onal Reslden5al Code for One. and Two -Family Dwemrgs, and he 2006, 2009, d 2012 International Stilding Cade,. HardePlank lap siding is dso recognized for application In the IoW ng: City of Los Argstcs Rnsoarch Ropod No. 248GZ State of FlodJa listing F1489, out Cowry, FklAda NOA No. 02.072&02, US. Dept, of HUD Materials Release 1263c, Tevas Oepmkmeni of Insurance Produd Evaluation EC -23. Gly of New York MEA 223.93.01, and California DSA PA -01 & These dewmanls d=M aW be cmwlL-d tw arkL6onal information cmrrrning the stilabrdy d INs product for spoo7kapp6cadors. 0 2013 James Halle etuldlng Roducls. All rights reserved. Additional Installation Information, TM, SM, and 0 denote bademarks or reghtered kadem rks of James Hardie TeftologyLinted.t'2isaregistered trademark Warrantios,and Warnings are availableat "em. JamesHardieofJamesHardieTedutologyLimited. w.N.jameshardle.Com Panelled is a registered trademark or ETBF Fastening Systems, Inc HS 11119-PO4 6N 3 I MIAMI•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY ANb ECONOMIC RESOURCES (ICER) Miami, Florida » 175.2474 HOARD AND CODE AD11•UNISTRATION DIVISION 1'(786)315-2590 17(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.minmidade eov/economy James Hardie Building Product, Inc. 10901 Elm- Avenue' Foutaua, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the tise 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 (Al -IJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described heroin, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hai -die", "Cem" and "Prevail', Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HatdiePanel, CemPanel, Prevail Panel; HardioPlank, 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., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Coutrol Section. MISSILE IMPACT RATING: Large *and Small Missile Impact Resistant LABELING: A permanent label with the mantifactu er's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade CountyProduct Control Approved" is to be located on each siding 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 riled and there has been no change in the applicable building code negalively 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. Failur6 to comply with any sectionofthisNOAshallbecauseforterminationandremovalofNOA. 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 entirely. INSPECTION: A copy of (Itis entire NOA shall be provided -to the user by the manufacturer or its distributors And shall be available for uispection at the job site at the inquest of the Building Official. This NOA revises NOA # 13-0311.07 and consists of this page 1 and evidence page E- 1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMMADECOUNTy NOA No. 15.0122.04 Expirntion Date: May 1, 2017 Approval Date: April 9, 2615 03 3 James Hardie Buildine Products Inc NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLIC & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted unrler NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -tip drawings and installation diagram of. HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. 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 5th edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. V15 Carlos M. Uh-cra, P.P. Product Control Exaininer NOA No. 15-0122.04 Expiration Dote: May 1, 2017 E-1 Approval Date: April 9, 2015 Sttbntitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI -16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 &'203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5th edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. V15 Carlos M. Uh-cra, P.P. Product Control Exaininer NOA No. 15-0122.04 Expiration Dote: May 1, 2017 E-1 Approval Date: April 9, 2015 m WALL RE.16 A noir ewe Iii i Ca w WALL LENGTF4 Stud Spacingat 16" O.0 f 8* --j- j - -- Nags at 16 O.C. (typ.) 318" Minimlrm Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Nate 2 Marc iePanel, Cempanel, Prevail Panel Siding Water -resistive barrier per Florida Building Code Section 14042 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23223 2" X 4" S -P -F Wood S XIS I he wag and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DEfALL A t ick 15 ply APA rated wjod sheattdng woodanoewithAorida adrg Code Section 22aterresistive arrier per Florida olding Code edon 14042 Z x 4- S -%F Wood Studs PardiePanN, aFCS1-0B -B Cempanel, Prevail Parket Siding PRODUCT DESCRIPTION HardiePanel®, Cenopanel®, & Prevail® Panel Siding materials ane nonasbestos tuber -cement products tested in accordance with ASTM C1186 Grade it, Type A and meeting the requirements of Me Florida Building Code. t?ML MMEN MM --4 Width Length Thickness 4 8,9,10' 5/16- DFLS_GNPRES_S_l!R_E RAZING_ Installation Design Pressure Wood Studs -76 pe impact Resistant - Planks installed Over 5M' thick / 5 Ply APA rated plywood sheathing HARDIEP&NEL,CEMPANEL,PRI;/AI PANEL SIDING 1NSTAl1AZ10N DETAILS All instillation 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 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 ICDA None 11518" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223 sheathin s orted The siding panels shag be installed over 518' thick 15 ply APA rated plywood 9 WP by a minimum of Z"X r S -P -F wood studs spaced a maodmum of 16' O.C. Note 2] The siccing panel fastener shall be a 7 king. 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.0 Fasteners shall have a minimum edge distance of 30 and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL„ PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION fames Hardie Balding Products, Inc. 10901 Elm Avenue a Fontana. CA 92337 Phone: 909.356-6300s rye NO NO Fax 909-427-0634 A PNL-PL)(-SOFF Creator. E Gonzales Scan 12' = 1,4Y Date: 4rMM13 lmWT 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 II1. PQe'1 iC=iE L D • o i g e•1Ft+ari No 't712 PraduR Caned I Fastener Spa^ing per Florida Budding Code Section 2322.3 I I. I PRODLJGTBEVLSED • . as oa mg wab Qie Fiorida ftv R{INING NOMINAL 2" X 4" S -P -F WOOD STUDS 16' O.C. FASTENED WITH 3_1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHIWG NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 23223 THE PANEL IS FASTENED WITH 2' LONG, 0.223" HEAD DIAMETER, 0.092•' SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS of off STA BONA' Cladding Framing Sheathing 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. pirp 10901 Elm Avenue Fontana, CA 92337 Phone: 909,156.6300 s¢E FScallo MGNO Fax 909-427-0634 A PNL-PLKSOFF Creator E. Gonzales Ic 1" = r-0' Date: 4242013 SMEff 2 OF 12 1 Ata C iJ I WALL . S QEIAIL 6 i ALL LENGTH Stud Spacing at 15' O.C. 318" Minimum ss• , ••,`" E&COJCT DE.ZCR(,U SEE HardlePanelS. CempaneM, & Ptevail1D DETAILA Panel Sing materials are nonasbestos SW thick / 5 ply APA rated fiber-cemerd products tested in accordance vhth ASTM C1186 Grade It, plywood sheathing fastened Type A and meeting the requirements oftometalstudsasdescnbed the Florida Buddng Code. in Note t 111 ss• , ••,`" PANEL-DLM9N--S-1-O_NtS. NO. 21 ` Water -resistive Width Length TltickrerllbarrierperFloridaM. tip ` 4' 8,9.10' 5/16" Building Code i i STATE 111 Section 14042 JZE.S_IG_N P,ES_S_U_Ltlti12A7:t.NG off F4QR1Q l Installation Design Pressure 20ga, 3-WX 1Sf8' Studs 4. ....•1 Metal -104 psf Metal Cstud HardiePanel, ImpactmpctReel aistant— lled r5l8'thtdc/SPIy r,Oty e. Cempanel, APA rated plywood Sheathing Distance Nails at 6" O.C. (typ.) Prevail Panel 9 Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardePanelO Siding Water -resistive barrier per Florida Building Code Section 1404.2 518° thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 209a, 3 -W. -X 1-518" Metal C -stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in Compliance with the Florida Building Code. HAFZOI.EeAVEI1Cl;IViPANELLI?tZEVAfL PANE SIO(t-G tkLSJALL,TION DETAILS AU installation shall be done in conformance with this Notice of Acceptance, the manufacturers installation recommendations, and the applicable sections of the Florida Building Code, Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Archba per the Florida Building Code and the requirements of this N.O.A. Note 1] S/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6'0e at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-114" long bugle head screw The siding panels shalt be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-58' X 1-518" Metal C -studs spaced a ma)dmum of 16'• O.C. Note 21 The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 118• 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 sated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAtI PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Std A SCALE' 12' = r-0• OV4 No REV PNL-PLK-SOFF 1 Date: 4242013 s"a7 3 OF 12 16.00in. E.• - I I 1 I I• I II T 6. 001 in. PRODUCT REv1SED as*=*lrnswi&dwq s+s coBe 17a sY Avm s ccasot L FfzAMIIYG. NOMINAL 20 GAUGE 3-518"X 1v/8' 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 SH9A1'FiJ—N4Z - 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 1-114- LONG BUGLE HEAD SCREW C_LADDING • THE PANEL IS FASTENED WITH NO. &18. 0.315' HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 60 O.C. AT PANEL EDGES AND !NTERMEDIATE STUDS Ctaddina Framing II I• I Il I•I Sheathing II II IF OGAI '— I iI 0 121 STATE OF ?F • RVDQ- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD ARE NOT PART OFF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building PmduCts,1,= 10g01 Elm Avenue Fontana, CA 92337 FSCM NO OKO NO R= phone: 903356-6300 1 Fax 909-427-0634 A PNL-PLK SOFF Creator. E Gonzales scue 1•= 1'-0' Date 41242013 SKEET 4 OF 12 Stud S'paringl at 16'0.C. FALL LEN-... fit-• i ------H - Qual A Wilb 111e Ybrids No Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2° X 4° S -P -F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in oompriancewith the Florida Building Code. SFE DETAIL p RRODU9 DESCRIPTIJt1 HardiePlank®, CemplankS. & Prevailm Plank Lap Siring materials 518" thick / 5 ply APA are nonasbestos fiber -cementproductstestedinaccordance with rated plywood ASTM 41186 Grade it, Type A and aorotSihi i wideaccordance meeting the requirements of the Florida BuiidM Code Florida Building Code. is PANELDJ_MLNSiON_S. Water resn ive Width Length Thickness barrier per Florida Sg-1r 12' 5/16' suMM Code as ooiAN)WO with eye Eiocids r Q e WALL HEIGHT i i d6CO& ,' a• Depirsbca +/ . i I' t fistol ad_P4odt "Cootrdi SSIONAA- 314"Minimum Edge Distance Nails at 160 O.C. Qual A Wilb 111e Ybrids No Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2° X 4° S -P -F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in oompriancewith the Florida Building Code. SFE DETAIL p RRODU9 DESCRIPTIJt1 HardiePlank®, CemplankS. & Prevailm Plank Lap Siring materials 518" thick / 5 ply APA are nonasbestos fiber -cementproductstestedinaccordance with rated plywood ASTM 41186 Grade it, Type A and aorotSihi i wideaccordance meeting the requirements of the Florida BuiidM Code Florida Building Code. Semon 23223 PANELDJ_MLNSiON_S. Water resn ive Width Length Thickness barrier per Florida Sg-1r 12' 5/16' suMM Code Section 14042 DESIGNPRESSULP RATING. 2-X V S -P -F lrtstallation Design Pressure Wood Suds Wood Studs .92 psf Lap Siidiry Impad Resistant - Planks installed over 5/8" thick / 5 Ply 1-1/4'tag X 5/16" APA rated plywood sheathing Mick starter strip H4jtD_IPLAIJFC CI~14![P_IArIKL RQ/J°!4LA S.ID_INS TAITIO AfLS AU installation shaD los 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 HardePlank, Cemptank, Prevail lap Siding will be installed shall be designed by an Engineer or Architect per Me Florida Bui ng Code and the requirements of this N.OA Note 13 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Buikfing Code Section 2322.3 Planks shall be applied horizontally commencing from the bottom course of the wall with 1-114 wide laps at the top of the plank such that the exposure area of each plank is s 8-1/4" vertically. Nate 21 The siding fastener shall be a 2-1/Y 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 518" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 314' from the bottom edge of the overlapping plank Vertical joints shag 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 maximum of 16" O.C. Fasteners shall have a minimum edge distance of W. Creator. E Gonzales A HAROIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, fna 10901 Elm Avenue Fontana, CA 92337 PNL-PLKSOFF j 1 12" =1'.0" 1- Date: 4/2412013 , sHEm 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 0.7Sn .TI. as offlP1yiig•i&meb=rw* sa2sin ' 0• a1c fto&w2 a i__ FR, - NOMINAL 2- X 4" S -P -F WOOD STUDS 16" O.C. FASTENED WITH a -112.16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEAT_HI N_G, NOMINAL SZ' THICK / S PLY APA RATED PLYWOOD SHEATHING'FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLAOD_ING PLANKS.OVERLAP 1-1W THE EXPOSURE 1S S8-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2° LONG, 0223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT SIDING NAILS, -PLACED 314- UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. Fastener Spacing per Florida Building Code Section 23223 • I Cladding Framing I i Sheathing I • •I ,,rr rr l 0 MOD= REVL%M No. 121 s STATE OF Auera :arai - FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND%FfIA96 LOAD 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, Inc. 10901 Elm Avenue Fontana, CA 92337 ZM FSCM NO I Dwo No RE A PNL-PLKSOFF I 1 3j S Stid Spacing at 15' O.C. VALL LEN EE PRODUCTMQkS P-R_j TiON DETTAJLA HardiePlanM, CemplankS, and C-- 5/8- tick 15 ply APA Prevail® Plank Lap Siding materials are nonasbestos fiber -cementratedplywood st9 fastened products tested in accordance with to studs ASTM C1186 Grade It, Type A and n*W as described Note 1 meeting the requirements of theingRrwgterainnKm Florida Building Code. Vvttff-fts Lslive WALL --h ELbarrierperFlorid _&Nr HEIGFrr Z Building Code Width Length Thickness24201 IIF i Li fit ^ Section 14042 S 9-1/2" 12' 51161! Pcoduki CAGMI "'-,20ga, 3-5W X 1 -5/rir . 2EAIG RM!ELU E 'TING C -Ag _ XP JL _M_ Metal Installation Design PressureSUAI UF Metal Studs -92 psf PIN*, Prevail 8 SIONA Lap siding impact Resistant — 34" Minimum Edge Distance Nails at 16' O.C. (typ.) Planks installed over &8" thick 5 ply 121 -tick starter strip APA rated plywood sheathing D_E_rAIL. 6 Sheathing fastener, as . All installation shall be done in confbrmanoe with this Notice of Acceptance, the manufacturers installation recommendations, and the applicable sections of the Florida Building Code. described in Note 1 o Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed sha!l be designed by an Engineer or Architect per the Florida Building Code and the requirements of this KO -k ENote 1] 5/8" thick / 6 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel Siding fastener, as edges and all intermediate supports using No.&18, 0.315' head crrameterx 1-1/4! long bugle head screw described in Note 2 0 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 thi exposure area of each plank is:9 8-1/4" vertically. Gr es l. lNote 21 The siding fastener shall b6 a minimum No. 8-18,0.315" head diameter X 2-114' long* bugle head HardiePlank, screw over metal studs (,or screw shall have at least 3 full treads penetrating metal framing); The Siding is fastened:5 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through SWCemplank. thick 15 ply APA rated plywood sheathing, fasteners are placed in the ovedapping 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' a The planks shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a minimum 209a. Nominal 3-W X 1-518" Metal C -studs spaced a maximum of 16" O.C. barrier per Florida 0 Building Code Fasteners shall havea minimum edge distance of WS". Section 14042 HARDIEPLANY, CIEMPLANV, PREVAIL LAP SIDING 5/8- thick 5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened to metal studs as described in James Hardie Building Products, Inc. Note 110901 Elm Avenue Fontana, CA 92337 209a, 3-W"X 1-5W Metal C -stud Phone: 909,156-6300 SIM FWW NO 0042W REV The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK-SOFF by the Architect or Engineer of Record in 1!! 1 1 - compliance with the Florida Building Code. Creator E. Gonzales SCALE 1120 =1'-0" Date: 412412013 SKEET 70FIZ71 off 6.00in, r.— 16 in. OC Cladding 6 00in. Framing II 6.00in.00 j j I Sheathing tj'' OGAIy 'rte u m?yi,.t tSe IF>br;aa on yi w tb &C nand. swift coo ` C' '• _ b •1 121 T r oa,a - OF cs JhAt G'' 3 NOMINAL 20 GAUGE 3-5/8!'X 1-SB" STEEL STUDS 16" O.C. FASTENED WITH ""LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHJNG NOMINAL S/8" THICK! 5 PLYAPA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT-PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-114" LONG BUGLE o HEAD SCREW HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING CLADQILIG• INSTALLATION DETAILS METAL STUD CONSTRUCTION PLANKS OVERLAP 1-114' THE EXPOSURE IS:5 8-114" James Hardie Building Proaucts,.Inc, . THE PLANKS ARE FASTENED WITH NO. S-18, 0.315- 10901 Elm Avenue HEAD DIAMETER X 2-114' LONG CORROSION- Fontana, CA 92337 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS Phone: 909-356-6300 s > -No DVYG No ,LN PENETRATING THE METAL FRAMING), PLACED 314" UP Fax 809427-0634 A PNL PLK-SOFF 1 FROM THE BOTTOM EDGE OF THE PLANK AT EACH Creator- E Gonzales SCS 1" = 1'-0• Date: 424/2013 SHEET s OF 12STUDLOCATION FA WALL LENGTH Stud Spacing at 16" O.C. 3/8" Minimum QQ:NL A SEE E&O_aILCEDESCRIPTION DETAIL A HardieSoffitS 8t. CemsoffitV materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A l and meeting the requirements of the Florida Building Code. SOF—FLT SION$ 2"X a" S P-F_ DIMEN Width Length Thickness Wood Studs 4' py,SIGN P&k$S_U_REj2A1_ll?G HardeSotBt, Installation Design Pressure Cemso89t Wood Studs -70 psf vt is AECJJQN-%@ Nails at4"O.C.(typ. r¢EVL%W - Uw. Distance me Fbri& 8 *a Fleoitti B aldiag Code AE d! A rbf3,n;lI.C— o cmw offif fastener, as escribed in Note 1 HardieSoffit, Cemsofft Minimum 2" X 4" S -P -F Wood Studs The waft and soffit. frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. Is No. 4 21 - STATE OF FZORIOP.=' OiJAI. HSR.D_IE5_OAF_I_T,,SEl1AS_O.F_EIV INEL ICISTA_ LA71.O_N_D fgl4S 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 HardieSoffrt, Cemsoffd vwil be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of the N.OA The soffit shall be installed over minimum ZXV S -P -F wood studs spaced a maximum of 16" O.C. Note lj The soffit fastener shall be a 2' long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shag be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hartle Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 W A I I PNL-PLK-SOFF 4-wi l a a..,... V iam ., PRODUCrREV1SED ai3oldiffeemoir ws dig Flo" as eoaplyioj; wA d=i& Flw cokcoac . A vwr 01 Ne L131 % tte.A G e[ul I3y t)aoe Peot!ers Coeseeoi F MLN -q NOMINAL 2" X 4" S -P -F WOOD STUDS 16" O.C. FASTENED WITH 3-112" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) • THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCtlITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING THE SOFFIT IS FASTENED WTIH 2' LONG, 0223- HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS 4 Cladding Framing, GAP V-• . IV0. 9Q 121 STATE OF SEOR14( 1ONAL 1YI Z 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) BiHARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 0 10901 Elm Avenue Fontana, CA 92337. Fax 909-427-0634 A I PNL-PLK-SOFF 1 Creatrr. E. Gonzales SGU E V =1'-0" Date: 4/242013 SKM 10 OF 12 ALL LENGTH Stud Spacing at 16' O.C. WALL 0 HT i 'I I! i V. QE18J1,9 SEE DETAIL A 209a, 3-5/8" X 1-518" Metal C -stud HardieSoffi4 Cemsoffd Li gi~CT1ON B-8 PR-.0_L-UCT_QES9R(PT(QkA HardieSoffit® & CemsoffilO materials are nonasbestos Tiber -cement products tested in accordance with ASTM C1 186 Grade Il, Type A and meeting the requirements of ttre Florida Building Code. SQFF LQtIy)t- QN- . Width Length Thickness 4' 8' '/s" D E S I Q N PRESSUR9R61,RG ns apation Design Pressure Metal Studs -SSMf REYist —'—• PRODUCT SEvtSt» Nails at 6" O.C. (typ.) PRtaDE Ci escorapt w$b eaeFlacias 3/8" Minimum edge Distance, w FTsiri 1O f3,a3;/. D• 72y Ae groR Mss 'ti 1 _-7DW13- STA7- Uig— r.ePRAD"crosa+' -- -Nip-, .lVr!;,`v L4gplE,O_FF[(CE,MSO_F ILP_At49I.-IR -IAL A- QI QETAILS ' =, NAL ENrrrrrrrrr All irsaWon shall be done in conformance with this Notice of Axeptane cturer's installation recommendations, and the applicable sections of the Florida Building Code. t fastener, as • Metal studs where HardieSoffit, Cemsofit will be installed shall be designed by an Engineer or bed in Note 1 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" Meti.I C -studs spaced a maximum of 16" O.C. HardieSoA Cemsofiit . INS •n The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long' ribbed bugle head screw (`or screw shall have at least 3 full threads penetrating metal • framing)he fasteners shall be spaced at 6" 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. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION 209a, 35/8•' 4 1-518" Metal C -stud LThe wap and soffit frames are to be designed by the Archbect or Enginew of Record in compliance with the Florida.Building Code. James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone. 909-356.6300 size FS" W D%W. M REV Fax 903-027-0634 A PNL-PLKSOFF 1 Creator. E. -Gonzales. sC41 12"= i --(r I Date:4/24=13 srEEr 11 OF 12 . Cladding Framing lin. PReOi1CI' REVISED I ; oo iyiigrrilYf6eFietiis PRODUcraEvism fidi t G & S.g rritD 10s FiariBs wagosoe AWA 6t.eaon J7 "'" Sk tof •' FLOO SS10NP F,AhAAG• . NOMINAL 20 GAUGE 3-548" X 1-5/8' STEEL STUDS !6" O.C. FASTENED WITH 5/8' WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE: LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLAD4I IG_ HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315' HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETERX 1-1/4' LONG CORROSION RESISTANTRIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE James Hardie Building Products, Inc SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE _ 10901 Eft Avenue STUDS Fontana, CA 92337 Phone: 909356-6300 SIS fSCN NO ov+G NO REV Fax 909.427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales scue 1" =1'-0" Date: 4/242013 s"M 12 OF 12 s 428/2017 Florida Building Code Online mull 1:.1`.i(B-°•'l'{ 3' 11r0^'i%l l n9 a Jl l l iL inth'^'t•du U•Lk J7. nint•UtE t 4K:•'I•Li]'7 SCIS Home t Log In I User Registration I Not Topics I Submit Surcharge I Stats a Facts I Publications I FOC Stall I BCIS Site Map I Links I Search I 9 r. b Product Approval USER: Public User Product ADoroval Menu > PPmduct or Application Searrh Application List > Application Detail FL # FL12194-R3 r•fl:•it.iY"r Application Type Revision Code Version 2014 Application Status Approved Comments Archived IProduct Manufacturer Address/Phone/Email t. Authorized Signature t Technical Representative Address/Phone/Email t Quality Assurance Representative i Address/Phone/Emall Category i' Subcategory Compliance Method Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcolisinc.com Gareth Rahman g rahman0aluminumcol lslnc. tom Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcollsinc.com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE -74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden e• Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Year 1986 j : • , , . :• Sections from the Code httpsJ/www.0oridabuilding.org/pr/pr app dU.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2fiCXzYp /o3d%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 Summary of Products "" FL it Number or NameFA Description 12194.1 num Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL12194 R3 11 ALC15001 Evaluation Report 2014 FBC 04 T4 Soffiits.pdf Impact Resistant: N/A Verified By: Zachary R. Priest PE -74021 Design Pressure: +80/-90 Other: See Evaluation Report for limits of use. Created by Independent Third Party: Yes Evaluation Reports FL12194 R3 AE ALCIS001 Evaluation Report 2014 FBC 04 T4 Soffits.odf Created by Independent Third Party: Yes lea4_r9_4 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: a50-487-1624 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Pdvm Statement :: Accessibility Statement :: gerund 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 emall 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 emall address which can be made available to the publle To determine jr you are a licensee under Chapter 455, F,S., please dirk here., Product Approval Accepts: C(edit Card Sate h":IAwww.floridaWIdirtg.org/pr/pr app dtl.aspx?param=wGEVXOAftDquk24AUC%21EHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxAek3d%3d 2/2 CREEK Certificate of Aufhorizafion No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 48x3421 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. S. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 318" F -Channel Preformed nominal 0.016 -inch thick, 3105 H-14 aluminum F -channel. See Appendix D for dimension drawings. 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135 -Inch thick, 3105 H-14 aluminum soffit anels provided in 16 - inch sections. The reported net free ventilation areas are 22.3 in? Ain.ft for the 'full vent' configuration and 11.1 inZ/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Sotfft Preformed nominal 0.0135 -inch thick, 3105 H-14 aluminum soffit anels provided in 12 - inch sections. The reported net free ventilation areas are 12.5 in? /lin.ft for the 'full vent' configuration and 4.2 W/Iin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-133 Page 2 of 3 This evaluation report Is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. trlr111111 FtY R. A . GAP SEN R%s,,, 2015.08.27 No 74021 • % 07:05:00 o`.w..ra wrar.,r 04'00' A ' STATE OF O•• <v: O R t V..-' N Zachary R. Priest, P.E. Floridai;; ittNAle ? Organization istration No. 021nNo. 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. 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 LIMrrAT10Ns 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 b. 12"T4 Soffit— 44nch o.c. Fastener Fastener Fastener Fastener Lotion Location Location Lo cafion c. 16'04 Soffit —16 -inch o.c. Fastener Location Fastener 1 Loe tion 11 ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G203. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16"Q4 Soffit — 8 -inch o.c. Fastener Lnralinn l/ - Fastener Fastener Location Xl ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12 -inch overhang with F -Channel Approved System Numbers and Definitions 2F Approved Systems for 124nch Overhang with F -Channel 12,14 Approved Systems for 124nch Overhang with J -Channel jffFA Approved Systems for 16 -inch Overhang with F -Channel 16.14 Approved Systems for 164nch Overhang with J -Channel 24F-# Approved Systems for 244nch Overhang with F -Channel 24.14 1 Approved Systems for 244nch Overhang with J -Channel 71 Appendix A Approved Systems for 12 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width per Substrate F -Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max. One (1) min. 318 -inch head dia. nail, One (1) min. 318 x 3/84nch One (1) min. 1 3/4 -inch long x 12F-1 164nch Wood min. 1.254nch embedment spaced Wood crown staple spaced 164nch 0.072 -Inch dla. x min. 3/16- 40.0 24 -inch o.c. o G Inch head dia. trim nail spaced 36 -Inch o.c. Max Three (3) min. 3/4dnch x 1/4 -inch One (1) min 3/4 -inch x 1/4 -inch One (1) min. 1 3/44nch long x 12F-2 16 -inch Wood crown staples In diamond pattern Wood crown staple spaced 8 -inch o.c. nch dia. x min. inch 48 spaced 244nch o.c, and securing each panel lap head dia. 48dspacedheadtripnailspade 64.2 inch o.c. 12F-3 Max Masonry One (1) 14 ga. 518 Inch long T nail Wood One (1) min 3/4 -inch x 1/44nch One (1) min. 1 3/44nch long x 0.0724nch dia. x min. 1/44nch 46 164nch spaced 8 -inch o.c. crown staple spaced 8 -inch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch ox, ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61(320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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. No. Width ps() Substrate Substrate F -Channel Attachment 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 112 -inch One (1) min 3/44nch x One (1) min. 1 3/44nch long x 12J-1 Mme' Wood staples in diamond long x 3/84nch head diameter W 1/44nch crown staple 0.072 -inch dia. x min. 1/4 -inch 48 wood Wood 16 -inch finishing ran with mediameter116- pattern spaced 24- screw spaced 164nch ox, 124nch spaced 84nch o.c.. head dia. trip nail spaced 48- 64.2 o.c. and securing each inch head spaced inch o.c. connecting soffit to Jchannel Inch o.c. panel lap 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. 1/44nch crown x One (1) min. 1.75 -inch x 16F-1 Max Masonry One (1) 14 ga. 5/84nch long T nail wood Wood 14nch leg staples spaced max finishing ran with mediameter116- 53.3124nchspacedmax. 84nch o.c. o.c. and securing each inch head spaced panel lap 124nch o.c. Three (3)18 ga.1/4-inch crown x 1 • One (1)18 ga. 1/44nch crown x One (1) min. 1.75 -inch x 0.072 -inch diameter 16F-2 Max.1-inch 12 -inch Wood inch leg staples in diamond pattern Wood leg staples spaced max 4 Inch o.c. and securing each finishing nail with min. 3/16- 153.3 spaced 16 -inch o.c. panel lap inch head spaced 12 -Inch o.c. Max One (1) 3/84nchhead dia. nail, min. One (1) min 3/8 -inch x 318 -inch One (1) min. 1 3/44nch long x 0.072 inch dia. x min. 16F-3 164nch Wood1,254nch embedment spaced 24- Wood crown staple spaced 16 -inch 3/16 -inch head dia. trim nail 125.6 Inch o.c. spaced 364nch o.c. 16F-4 Max. Wood Three (3) min. 3/4 -inch x 1/4 -inch staples diamond pattern Wood One (1) min 3/4 -inch x 1/44nch One (1) min. 1 3/44nch long x 0.0724nch dia. x min. 1/4- 27 16 -inch spaced 24 rnch o.c. crown staple spaced 84nch o.c. Inch head dia. trip nail spaced 484nch o.c. AL015001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width No. Width psfl Substrate F -Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga 114 -inch crown x One (1) min. 1.754nch x 16F-5 Max. Masonry One (1)14 ga. 5184nch long T nail Wood 1 -inch leg staples spaced 4- 0.072 -inch diameter finishing nal with min. 3116- 143.3 16J-1 164nch Wood spaced 84nch o.c. yy inch o.c. and securing each inch head spaced 23.5 spaced 24 -inch o.c. panel lap 16 -inch o.c. 31.4 Three (3)18 gaA144nch crown x 1- One (1) 18 ga 1/4 -inch crown xn One (1) min. 1.75 -inch x 0.072 -inch diameter 16F-6 164nch Wood inch leg staples in diamond pattern Wood 1 -inch leg staples spaced inch h le and securing each finishing nail with min. 3116- 143.3 spaced 164nch 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 Psi Substrate J -Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max. Three (3) min. 3144nch x 1144rich One (1) min. 1 3144nch 16J-1 16 -inch Wood crown staples in diamond pattern yy One (1) min 314 -inch x 1144nch long x 0.072 -inch dia. x 23.5 spaced 24 -inch o.c. crown staple spaced 8 -inch o.c. min. lWinch 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 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.1/41nch Nominal 1x2 crown x 1 -inch leg No.2 SYP staples spaced Three (3) 18 ga.114- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1 -inch 0.0724nch 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 nal x 0.0724nch diameter 12 -inch o.c. 24 -Inch o.c. finishing nail with min. 3116 -inch head spaced 44rich o.c. One (1)18 ga.1/44nch crown x 1 -inch leg Nominal.lx2 staples spaced One (1) min. 1.5- No.2 SYP 124nch ox. securing a 114- One (1) IS g. 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 80124F-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. 1.754nch inch o.c. 31164nch head spaced 16 -inch o.c. inch ring shank x 0.0724nch diameter 12 -inch o.c. nail 244nch o.c. finishing nail with min. 31164nch head spaced 44nch o.c. One (1) 18 ga.1/flinch crown x 1 cinch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c, securing 114aOne (1)18 g. One (1) min. 1.75 -inch x Max One (1) 14 ga. 518- anchored to each panel lap inch crown x 1-inchg 0.072 -inch diameter 80124F-3 12 -inch Masonry inch long T nail rafter with one WOOd lestaples sspaced 8- finishing nail with min. 76.6spaced8 -Inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch op 3/164nch head spaced inch ring shank x 0.072 -inch diameter 12 -inch o.c. nal 24 -inch o.c. finishing nail with min. 3/164nch head spaced 44nch ox, ALC 15001 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. GREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24 -Inch overhang with F -Channel Wall Connection Center Connection Fave 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/flinch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1 -inch 0.0724nch diameter 2417.4 164nch Wood leg staples in 1) min 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-i0 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securinga 3/16 -inch head spaced spaced 164nch o.c shank nail x 0.072 -inch diameter each panel lap 16 -inch o.c. 24 -inch o.c. finishing nail with min. finishing head spaced 44nch o.c. One (1)18 ga.1/44nch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124rich o.c. searing 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 2417-5 164nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801460 roofing nail spaced 1) 7d x 2.25 One (1) min. 1.75.4nch Inch o.c, and searing 3/164nch head spaced 164nch o.c. inch ring shank x 0.0724nch diameter each panel lap 16 -inch o.c. nail 24 -Inch o.c. finishing nail with min. 3/16 -Inch head spaced 4 -Inch o.c. One (1)18 ga.1/44nch crown x 1 -inch leg Nominal 1x2 staples spaced No.2 SYP 12 -Inch o.c. searing One (1)18 ga. 1/4- One (1) min. 1.75 -inch x One (1)14 ga. 518- anchored to each panel lap Inch crown x 1 -inch 0.072 -inch diameter 24F-6 16 -Inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8 -inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch Inds o.c. and searing 3/164nch head spaced inch ring shank x 0.072 -Inch diameter each panel lap 16 -Inch o.c. nail 244nch o.c. finishing nail with min. 3/16 -inch head spaced flinch o.c. ALC15001 FL12194-R3 Page 6 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 J -Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psi Batten J -Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25•inch x 7d One (1) 16 ga.1/4-hnchNominal1702 ring shank nail crown x 14nch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch down straight -nailed through the rafter Into the end staples spaced 12 -inch o.c. securing 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 inch crown x 1 -inch x 0.072 -inch diameter 12 -inch 1 min. 2.25- staples in diamondP min. 2.25 -Inch x 7d One (1) mitt. 1.75dnch Wood leg staples spaced finishing nail with min. 3/16 -Inch head spaced 160 Inch x 7d ring pattern spaced 16- ring shank nails roe nailed on either side of x 0.072 inch diameter 8 inch o.c. 12 -inch O.C. Shank nail 244nch.o.e. inch O.0 the batten at each finishing nail with min. 3/164nch head spacedbatteNrafter Intersection. Max. 4 -Inch o.c rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 225•Inch x 7d One (1) 18 ga.1/flinchNominal1x2 ring shank nail crown z Cinch leg No.2 SYP anchored to Three (3)18 ga.1/4-inch crown tght-rialied through the rafter Into the end staples spaced 124nch o.c. searing a /. 18 9 • ' inch crown x 1 -inch One(1)min. 1.75 -inch 24J-2 Max rafter with one x 14nch leg of the batten or two (2) each panel lap leg staples spaced x 0.0724nch diameter 16 -inch 1 min. 2.25- O staples in diamondP min. 2.25 -inch x 7d One (t) min.1.75 ink Wood 8 -inch o.c. and finishing nail with min. 153.3 inch x 7d ring pattern spaced 16 ring shank nails roe- x 0.0724nch diameter securing each panel 3116 -inch head s Paced shank nail inch o.c. nailed on either side of finishing nal with min. lap 164nch o.c. 244nch o.c. the batten at each batterdrafter 3/164nch 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 APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail Nin. 3/9' head die. nail with nin. lu— engagamint(!or woad substrates or min. 9.0971 die. T -nail cr stub nail with min. 518' e.".gagemenWor oaicrete or tiv:k aubutra:y). apaca9 as s=wd 3bace. ASCIA SLIP BOARD ASCIA TRIM 12F-1 &I I I II \—"F CHANFNEL IT OVERHANG WIDTH VARIES) 12F-3 wocd, concrete or ell—ck Y FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" 0: C. PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FU2194-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 eveluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are riot specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n, `, SOFFIT STAPLE OPEN RAFTERr' 3/4' x 1/4• ' L DIAMOND PATTERN1 DETAILCROWNSTAPLES ; USING A DIAMOND s srr PATTERN FACIA BOARD FASCIA CAPLi12F-2 3/4• x 1/4' CROWNJTFR"IMMLFACIA BOARDa' 1t-3/4' 7:'F' STAPLE ON CENTER TRIN NAIL P CWWNEL CAN BE PAINTED S.S. 45' INSTALLED WITH THE O.C. FASCIA CAP WAILING FLANGE UP OR x 1/4' DOWN CROWN CROWN STAPLE goFFrr_inax. 13 -inch span WOODDAlE SOFFIT SUBSIRSOFFIT & FASCIA Ir DETAIL ALCI5001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER SOFFIT STAPLE 01ST DIAMOND DETAIL PATTERN FACIA BOARD NET„m, srMlCs / I 3/4- X 1/4- CROWN STAPLE -24- 24- jS.S. ON CENTER VSING A DIAMOND PATTERN0 FASCIA CAP 12J -1I3/4- NANNEL X 1/4- CROWNFACIA 1STAPLE 'B" ON CENTER Pscrewed BOARD 1-3/4- TRIM NAIL to soffit ich cre(1) k8 x PAINTED S.S. 4S- FASCIA GAP 1/2" x 3/8" bead O.C. diameter screw, 3/4- X 1/4" 16" o.c. CROWN STAPLE SOFFIT—max. 12-incb span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notBy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM RAIL FASCIA BOARD PAO4TED S.S. FASCIA CAP SOFFIT r4- CROWN STAPLE CPEN RAFTER FASCIA BOARD 14 CJ !or M4 16F-1 SOFFIT 8 FASCIA 16F-5 DETAIL FASEIA CAP; REFER TO SCFFrr t FASCIA DEINL F' CMANNEL SOFFIT. MAX. R' SPAN MASONRY SUBSTRATE I ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61(320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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 W n. 3/S" head dia. rail z<s.ch min. 1'C etrjaaement(for wood sttbatrbte) or min. ?.697^ dia. T -nail or stub nail wits min. 5/a" tngagementifor cancrere or block eubstrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL wood, Concrete or Blcck well STAPLE SOFFIT TOzASCIABOARD #T50 X 3/8" STAPLE4r3/8" 16" O.C. FASCIA LIP 1/4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 5 of 12 This, evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. 31W `, SOFFIT STAPLE OPEN RAFTER „ 3/4- X 1/4- ' I ' DIAMOND PATTERN j D ETAI LCROWNSTAPLES1USINGADIAMOND1 .vsr- 1 PATTERN FACIA BOARD i FASCIA CAP 16F-4 3/4- X 1/4- CROWN FACIA BOARD 8. TRIM NAILr' -F -:NEL STAPLE ON CENTER PAINTEDTRIMP/UNTEO S.S. CAN BE PAWED 48' MAI PAINTED S.S. 48- INSTALLED WITH THE FASCIA CAP O.C. NAILING FLANGE UP OR _ 3/4 X 1 /4 - CROWN STAPLE SOFFIT- max • 15 - 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. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 j- TRIM NAIL FASCIA BOARD PAINTED s5. FASCIA CAP E SOFFIT rq• CROMN STAPLE OPEN RAFTER FASCIA BOARD I -Q. CROWN STAPLES SOFFIT &FASCIA USND A 01 MUND 16F PATTERN; REFER TO OETAIL Z SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA EAP; REFER TO SOfFn i FASCIA F• CHANNEL OETAI 9, SOFFIT; MAX u• SPAl I M SUBSTRATE SOFFIT STAPLE DIAMONO 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 spedfically addressed herein. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail 3/4' X 1/4' CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM' NaL PAINTED S.S. 48' O.C. SOFFTT—max. 16 -inch span ALUMINUM COILS, INC Soffits Appendix B n„KrYVCN , SOFFIT STAPLE DIAMOND PATTERN DETAIL FACIA BOARD 1A vr rErV ASCIA CAP 3/4' X 1/4- CROWN FACIA BOARD STAPLE '8' ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. FASCIA CAP 3/4' X 1/4' CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 111, IRM #;AIL FASCIA BOARO PAINTED S.S. 1'a CROWN STAPLES /— FASCIA CAP USING A DIAMOND SOfRT PAtTERK- REFER TO r%'' CROWM STAPLE SOFFIT STAPLE OIAMONO PATTERN OE(AIL — 1 ?' rm NAIL FASCIA BOARD PAIRM SS. SOFFIT b FASCIA 24F-1 & DETAIL 24F-4 rol- CROVN STAPLE FASCIA CAP; REFER 1- 1 TO SOFFIT i FASCIA / \ OEfALL 3_ B Rfrs STP L 3ls Flatten Anchored to SOFFIT; MAX 24' f.CNANNET. Rafters rdhdA we 70 Rhlp Shade tai at every Rafter MOOD SUBSIIUTF I \ / J SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or Quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 111- TROT ,LAIC ,—FASM BOARD I PAINTED S.S. 14' SMOOTH SHAAII I FASCIA CAP ROOF HAAS SOFFIT 1'it' CROWN STAPLE 1 TRIM RAIL FASCIA BOARD PAINTED SS. SOFFIT & FASCIA 24F-2 & OETAIL 24F-5 II r -t CROWN STAPLE FASCIA CAP. Rc.FER TO SOFFIT t FASCU, DETAIL Hoeing, 1•s2' S:'P Win Anchored to SOFFIT. MAX. 2V F-CHAIr,7EL Rafters vdh art M Ring Shank Had u eery Rafter WOOD SUBSTRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J. TRIM NAILI FASCIA BOARD PAINTED SS ILGA ' T -RAILS j I FASCIA CAP SOFFIT 1.4- CROWN STAPLE 1 t' TRW NAIL PAINTED SS. FASCIA EOA4O SOFFIT L FASCIA 24F-3 & DETAIL f 24F-6 I'al' CROWN STAPLE FASCIA UP; REFER TO SOFFIT 1 FASEIA DETAIL Naednal t'a2' SYP F.Cw1WXEL Dallea Anchored to SOFFIT, MAX. 24' Rafters with an Td III" Shank Nan at ie-ery Ratter MASONRY ALCI5001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifxally addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail AIt- TRI" n FASCIA e0ARO PAINTED S3. 1"11' CROWN FASCIA CAP STAPLES USING A OUINONO SOFFTT- jPATTERN. REFER TO CANTILEAREO r4' (RDVN STAPLE SMUTSTAPLE RAFTER DIAMOND PATTERN OETaC FASCIA BOARD V SOFFIT b FASCIA 1 i;' TRI" NAL PANTED ss. DETAIL 24J-1 & AFASCIACROWNSTAPLE 24J-2 rojRR r4" CAP: REFER TO SOFFIT FASCIA Wri Nx 1' A t SYP bac'" aeaebed Om aad SOfpT: "Ax. Tt' 7-CNAN%E( am 1) 7daecu0edeAONdn! (1) 70 dn0 1 amok nae str ;M-ntled I04900011duMOWhbtheena W000 SUBSTRATE of the wan or bm (2) Td dNp spank We toe-naeac an edlow abe of 0u Ghon at Lot bodannatW tnterseatlon SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and Gadding 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. Vmt 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 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 ALC 15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Design Wind, Pressures for Soffits in Exposure B Building Type Zone Mean Basic Wind S eed Mph) Roof Height (ft120' 130. 140 150 160 170 180 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 -16.9 -19.8 -22.9 -26.3 -30.0 -33.8 -37.9 -42.2 46.8 30 -16.9 -19.8 -22.9 -26.3 -30.0 -33.8 -37.9 42.2 46.8 40 -18.3 -21.5 -24.9 -28.6 -32.5 -36.7 -41.2 -45.9 50.8 50 -19.5 -22.9 -26.5 -30.5 -34.7 -39.1 -43.9 -48.9 54.1 60 -20.5 -24.0 -27.8 -32.0 -36.4 -41.1 -46.0 -51.3 56.8Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 57.8 30 -20.8 -24.4 -28.3 -32.5 -37.0 -41.7 -46.8 -52.1 57.8 40 -22.6 -26.5 -30.7 -35.3 40.1 -45.3 -50.8 -56.6 62.7 50 -24.1 -28.2 -32.8 -37.6 42.8 -48.3 -54.1 -60.3 66.8 60 -25.3 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 1 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 5050 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4Positive Loads) 5 20 10.8 1 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 1 17.8 20.5 23.3 26.3 29.5 1 32.9 1 36.4 ALC 15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix C 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, reoommended use, or other product attributes that are not specifically addressed herein. Design Wind Pressures for Soffits• in Exposure C Building Type Zone Mean Basic Wind Speed mph). Roof 120. 130' 140 150 160 170 160 190Heightft 200 Enclosed Negative 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 -22.6 -26.6 -30.8 55.4 -40.2 -45.4 -50.9 -56.7 62.8 30 -23.6 -27.7 -32.1 -36.9 -41.9 -47.3 -53.1 -59.1 65.5 40 -25.0 -29.4 -34.1 -39.1 -44.5 -50.2 -56.3 -62.7 69.5 50 -26.2 -30.8 -35.7 -41.0 -46.6 -52.6 -59.0 -65.8 72.9 60 -27.2 -31.9 -37.0 42.5 -48.3 -54.6 -61.2 -68.2 75.5 Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 -27.9 -32.8 -38.0 -43.6 -49.6 -56.0 -62.8 -70.0 77.6 30 -29.1 -34.2 -39.6 -45.5 -51.8 -58.4 -65.5 -73.0 80.9 40 -30.9 -36.3 42.1 48.3 -54.9 -62.0 -69.5 -77.5 85.8 50 -32A -38.0 44.1 50.6 -57.6 -65.0 -72.9 -81.2 89.9 60 -33.6 -39.4 45.7 -52.5 -59.7 -67.4 -75.5 -84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 1 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 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 1 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 1 22.9 26.3 29.9 33.7 37.8 42.1 1 46.7 60 1 17.4 1 20.5 1 23.7 27.2 31.0 35.0 39.2 1 43.7 1 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, reoommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C ALC15W1 FL12194-113 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. Design Wind Pressures for Soffits in Exposure 0 Building Type Zone Mean Basic Wind Speed (mph) Roof Height ft 120 130 146 150 160 170 180 190 200 Enclosed Negative 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 -27.0 -31.6 -36.7 -42.1 -47.9 -54.1 -60.6 -67.6 74.9 30 -27.9 -32.8 -38.0 -43.6 -49.6 -56.0 -62.8 -70.0 77.5 40 -29.4 -34.5 -40.0 -45.9 -522 -58.9 1 -66.1 -73.6 81.6 50 -30.6 -35.9 -41.6 -47.8 -54.3 -61.3 -68.8 -76.6 84.9 60 -31.5 -37.0 -42.9 -49.3 -56.1 -63.3 -70.9 -79.0 87.6 Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 -33.3 -39.1 -45.3 -52.0 -59.2 -66.8 -74.9 -83.4 92.4 30 -34.5 40.4 -46.9 -53.8 -61.3 -69.2 -77.5 -86.4 95.7 40 -36.2 42.5 -49.3 -56.6 -64.4 -72.7 -81.5 -90.9 100.7 50 -37.7 -44.3 -51.4 -58.9 -67.1 -75.7 -84.9 -94.6 104.8 60 -38.9 45.7 -53.0 -60.8 -69.2 -78.1 -87.6 -97.6 108.1 Enclosed Positive 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 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 45A 50.6 56.1 Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7- 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 1 45.4 1 50.6 1 56.1 ALC15W1 FL12194-113 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' — I I 318' ISOMETRIC VIEW 3/8' PROFILE ISOMETRIC VIEW UP PROFlE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FI -12194-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. Fascia CREEK TECHNICAL SERVICES, LLC 7/8" r 1/8" HEM 1 1/4" T 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALClSO01 FI -121194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16"04 Soffit ALUMINUM COILS, INC Soffits Appendix 0 25 7W. 18" BLANK 3 / 8 PROFILE 2.625 REF. 30 TIM. 000000 00000 0 0 0 0 0 0 00000 000000 00000 Nnr ,nrvry wnsx Iru,cr rt nnwEa ovatt n s,.e owac oN ^s gees) ALCIS001 FL12194-113 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8" 1 31/8' 7/8" 1 31/8" 5/16E 3/4" 13.75" BLANK 3/8" PROFILE 2.625 REF. 50 TIP. am M. ALUMINUM COILS, INC Soffits Appendix D 0 aoa0a 0a000 000000 00000 000000 00000 Win[ Mhn PArrrRr1 (FL11y F1 LOWERS FORM 0 IN SW[ OLREMN AS IM) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5'" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcollsinc.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 (fST5878) 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. Feld 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 Paoe 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 614320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135 -inch thick, 3105 H-14 aluminum soft P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 int/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 16- NlL-= 16' [l1mII YFtIf 12" T4 Soffit Preformed nominal 0.0135 -inch thick, 3105 H-14 aluminum soft anels provided in 12 - inch sections. The reported net free ventilation areas are 12.5 in? /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Sorvices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC0Softs TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tttrlilrriii i G PpIY R. P No 74021 rt p ' STATE OF i`, i N A % CERTIFICATION OF INDEPENDENCE 2015.08.27 07:05:00 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B— Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for 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 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 a000rdance 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 — 44nch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16"04 Soffit —16 -inch o.c. Fastener Fastener Location Location l+ f 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A d. 16'04 Soffit — 8 -inch o.c. Fastener Lnratinn if- Fastener Fastener Location l Approved Systems for 12 -inch overhang with F -Channel Approved System Numbers -and Definitions 12F-# Approved Systems for 12-4nch Overhang with F -Channel 12J Approved Systems for 12 -Inch Overhang with J -Channel 16F-# Approved Systems for 16 -inch Overhang with F -Channel 16.14 Approved Systems for 16 -inch Overhang with J -Channel 24F-# Approved Systems for 244nch Overhang with F -Channel 24 Approved Systems for 24 -inch Overhang with J -Channel Approved Systems for 12 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate F -Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) min. 3/84nch head dia. nail. One (1) min. 318 x 3/84nch One (1) min. 1 314 -inch long x 12F-1 16 -inch Wood min. 1.25 -inch embedment spaced Wood crown staple spaced 16 -inch dia. x min. 3/16 - 0.072-Inchinch40.024incho.c. head dia. trim nail spaced 36 -inch o.c. Max Three (3) min. 314 -inch x 114 -Inch One (1) min 3144nch x 1/44nch One (1) min. 1 3144nch long x 12F-2 16 rnch Wood crown staples in diamond pattern Wood crown staple spaced 8 -inch o.c. 0.072 -inch dia. x min. 1/4 -inch 48 spaced 24 -inch o.c, and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max Masonry One (1)14 ga. long T Hall One (1) min 314 -Inch x 1/flinch One (1) min. 1 3144nch long x 0.0724nch dia. x min. 1/44nch 48 16 inch 8 -inchspaced8 -inch a.c. Wood crown staple spaced head dia. trip nail spaced 48- 64.2 end searing each panel lapanallp inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, reoommended 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 No. Width psf) Substrate F -Channel Substrate Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachmenttachmenent Attachment Attachment One (1) 18 ga. 1/44nch crown x Three (3) min. 3/4 - inch x 1/4 -inch crown One (1) min. #8 x 1i'2 -inch 16F-1 One (1) min 314 -inch x One (1) min. 1 3/4 -inch long x One (1)14 ga. 5/84nch long T nail 12J-1 Max. yy staples In diamond long x inch head diameter Wood 1/44nch crown staple 0 dia. x min. inch 44nch o.c. and securing each 16 -inch pattern spaced 24- screw spaced 16 -inch o.c, s spaced 8 -inch o.c.. dioh head dia. trip nail spaced 48- head ed 648 64.2 12 -inch o.c. inch o c. connecting soffit to J -channel Three (3)18 ga. 114 -inch crown x 1- Inch o.c. One (1) min. 1.75 -inch x 0.0724nch diameter Approved Systems for 164nch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/44nch crown x One (1) min. 1.75 -inch x 16F-1 Max Masonry One (1)14 ga. 5/84nch long T nail Wood 1 -inch leg staples spaced max. 0.072 -inch diameter finishing nail with min. 3/16- 153.312 -inch max. 8 -inch o.c. 44nch o.c. and securing each inch head spaced panel lap 12 -inch o.c. Three (3)18 ga. 114 -inch crown x 1- One (1)18 ga. 1/4 -Inch crown x One (1) min. 1.75 -inch x 0.0724nch diameter 16F-2 Max. 12 inch Wood inch leg staples in diamond pattern Wood 1 -inch leg staples spaced max. 4 -Inch o.c. and securing each finishing nail with min. 3116- 153.3 spaced 16 -inch o.c. panel lap inch head spaced 12 -inch o.c. Max One (1) 3/84nchhead dia. nail, min. One (1) min 3/8 -inch x 318 -inch One (1) min. 1 3/44nch long x 0.072 inch dia. x min. 16F-3 16 -Inch Wood 1.25 -inch embedment spaced 24- Wood crown staple spaced 16 -inch 3/16 -inch head dia. trim nail 125.6 inch o.c. O.C. spaced 36 -inch o.c. Three (3) min. 3/44nch x 1/44nch One (1) min. 1 314 -inch long 16F Max. Wood crown staples in diamond pattern Wood One (1) min 314 -inch x 1/44nch 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. ALCI5001 FL12194-R3 Page 3 of 7 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4 -inch x 1/44nch One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x 16F-5 Max. Mann One (1)14 ga. 518 -inch long T nail Wood 1 -inch leg staples spaced 4- 0.072 -inch diameter finishing nail with min. 3/16- 43.3 16 -Inch spaced 8 -inch o.c. inch o.c. and securing each inch head spaced 31.4 panel lap 16 -inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x 0.072 -inch diameter 16F-6 Max. 16 -inch16 inch inch leg staples in diamond pattern Wood 1 -inch leg staples spaced 4 inch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 16 -inch o.c. panel lap inch head spaced 16 -inch o.c. Approved Systems for 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 1/44nch One (1) min. 1 3/4 -inch 16J-1 Max. Wood sown staples in diamond pattern Wood One (1) min 314 -inch x 1/44nch long x 0.072 -inch dia. x 23.5 164nch spaced 244nch o.c. crown staple spaced 8 -inch o.c. min. 1/4 -inch head dia. trip 31.4 nal spaced 484nch o.c. ALCI5001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F -Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width psi Substrate F -Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/4-Inch Nominal 1)2 crown x 1 -inch leg No.2 SYP staples spaced Three (3) 18 ga.t/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75 -inch x 24F-1 Max Wood inch crown x 14nch leg staples in rafter with one each panel lap Wood inch crown x 14nch 0.072 -inch diameter finishing nail with min. 801-9012 -inch diamond pattern In min' 2'25- inch x 7d ring One (1) min. 1.75 -inch leg staples spaced 8- inch o.c. 3/16dnch head spaced spaced 164nch ox, shank nail x 0.072 -inch diameter 124nch o.c. 24 -inch o.c. finishing nail with min. 3116 -inch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. //4- One (1) min. 1.754nch x 24F-2 Max Wood inch x 11 a. g smooth shank anchored to rafter with one each panel lap Wood Inch sown x 1 -inch 0.072 -inch diameter finishing nail with min. g SOI 12 -Inch roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75 -inch leg staples spaced 8- 3/16 -inch head spaced 76.6 164nch o.c. inch ring shank x 0.072 -inch diameter inch o.c. 12 -inch o.a 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 14nch leg Nominal 1x2 staples spaced No.2 SYP 12 -Inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x One 1 14 a. 5/8- g anchored to each panel lap inch crown x 1 -inch 0.072 -inch diameter 80124F-3 124nch Masonry Inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6spaced8 -inch o.c. 1) 7d x 2.25- One (1) min. 1.75 -inch inch o.c. 3/164nch head spaced inch ring shank x 0.072 -inch diameter 12 -Inch o.c. nail 24 -Inch o.c. finistvng 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 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. 4/2812017 Florida Building Code Online t ii •? y `fir ;'..,v.r '••. r ., ,. , i. [[ ,•;1• +t'...t:ls..<S: f .., - / ,'• . 6: M..S:.a't, _•rt.• fi r.; S'. .i ' • 1.:' t. at,.w'.;.:••?'.y 1 1, M' ;,'t .; ;s6{4°.7. +1 •i:'ryc.. . lri-W }}-, : 'tee=• •. •'•r` -= t'-:: r, , i:i. •. y+L.C.ij'S WW"ti%;I:. ,':.. !. I, .`. si,.{M1•_!^''v, :'.,. : '7..'ar.f '6:.,I f1:r:, ,,i= rJlx:' 4 • „ti,C "•'rte! 6 • • ib a •' •% ]• Z Y' _;::I. ;.. it-J yTt ."- y,. t -' i' t w=..'' fai it;.,, ''i'i' •iii '4 M Y• m tP• :: '• V ••""'Ca,,, rN ' r7lF iwti,• r: •nt{'.i rk l li d'i ',i'S.`Y:'t''f p''.y• '"'t .t.• •'"r' 1: , 7-., V ,ry •(..' ''I -„'k y.r ti4i, T•;.'•' .Vx " j . f ryr,.:i'1.1.:.lr.r•.•;Y"inty ''i}1 •`7,r c„•' ,r te! ! E • - u_ii. .. • r : 3 : r _6Yr:YiiL'dE19 ' >7 11Jr SCIS Home I Log In User Registration I Hot Topic, ySubmit Surcharge Stats a Facts Putdicatlons ' Fac Stall SCIS site Map Links Search Florida • j4 Product Approval USER: Public User 12 Ptodud Approval Menu > Product or Anoliratlon Search > Aoolicatlon = > Application Detail FL 8 FL5444-R10 Application Type Revision Code Version 2014 Application Status Approved Comments Archived aroduct Manufacturer CertainTeed Corporation -Roofing Address/Phone/Emall 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@saint-gobaln.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE -59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE Al Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 R10 COI 2016 01 COI Nleminen.odf Standard ASTM D3161, Class F ASTM D3462 ASTM D7158, Class H https'ltwww.0oridabuilding.orgolpr app dU.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJInUeXw7ibKvlUzOW4hLBw%3d%3d Year 2009 2009 2008 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 Stiii many of Products FL fl Model, Number or Name Description 5444.1 CertalnTeed 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 Approved for use outside HVHZ: Yes Shingle FL5444-R10.Ddf 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 Umlts of Use Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10.Ddf 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 AWED employer. CoovAaht 2007-2013 State of Fkvlda.:: Privacy Statement :: Accesslblll-y Statement :: Refund Statement Under Florida law, email addresses are public records. It you do not went 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 moll. If you have any questions, please Contact 650.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 3, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here_. Product Approval Accepts: gt_ Credit Card Safe https://www.floridabuilding.orgtpr/pr app dU.aspx9param=wGEVXOwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hLBw%3d%aid 212 91NITY EXTERIOR RESEARCH & DESIGN, LLC. Certfflcate ofAuthorization #9503 353 CHRISTIAN STREET, UNIT #13ERDOXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-1111 20 Moores Road FL5444-R10 Malvern, PA 19355 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nleminen, 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 51A 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 Nleminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile $al appearbrg was outhorued by Hubert Nleminen, P.E. on 12/08/2016. This does not serve as an electronically signed document Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinityJERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, 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 following sections of the 5th Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section 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 2008 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 05CA16779 05/12/2005 UL (TST 1740) ASTM D3162 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 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 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certlf tate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 2 of 12 V TRINIlYIERD 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 Shangle°, Grand Manor Shangle•, Landmark'", Landmark'" IR, Landmark"Pro, Landmark' Premium, Landmark"TL, Landmark' Solaris and Landmark"' Solarls 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 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 Ridgem, Cedar CrestT", Cedar Crest' IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 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 S.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones up to Vnd = 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 (Vult =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category 8 or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'”) exceeds the calculated uplift force (FT) at a maximum design wind speed of V,sd = 150 mph (V„It = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (fiat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R31 CertlJicote of Authorkotlon #9503 FOC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 3 of 12 J TRINITY ERS 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published Instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT201". XTr" 25, XT- 30, XT'" 30 IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" _Use four nalls and six spots of asphalt roofing cement* for every full 305 mm) –(305 mm) +–(305 mm)— shingle (Figure 11-4). Asphalt roofing cement meeling ASTM D4586 t" (25 mm) — Sealant 1" (25 mm)-• t type 11 Is suggested. 5 sh.. (115 mm) _ 1 Sr/7PtrAr*vod ---- — — — — -- T— — r METRIC 13Ve" tar"131/a.. — — Rooling Cement 1" (25 mm) Sealant (25 mm) Apply 1"(25 mm) spots d asphalt roollnp cementt— _ , under each tab comm. 6 r•• Figure 11-4.• 11so jour nolls and sir spots oftspkli concni on sleep slopr:a CAUTION: Excessive use of roofing cement can. cause shingles to blister. Figure 11.3: UseJ'our nallsJbretteryfull sblrrgla 6.4.1 Hip & Riclite for CT20'". XT" 25, XT" 30, XT'" 30 IR: Cut Shingles J I I I 21150 nm) ,Remove- 25 mm) I ilT 5^— )2" (305 mr.1 gda\ tl--— I+ -- V ---f t2.. ( 125mm— `%\ R l Cap — — Cap — — Cap Imm) tn Shingle Shingle Shingle 619' s''' Figure 11-24.-. Oil tabu, lbon Mn back to nuke rnp sbinoW 5 )io VOW, ftllsb d1marrsions shown). Figure 11.25: ladallnlion q(mps along lbe bips and ridges. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastico NPIL" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Rii Certllkate ofAuthorkation #9503 FBC NON-HVH2 EVALUATION FL5444-R30 Revision 11:12/08/2016 Page 4 of 12 6.5 6.5.1 ITRINITYIERD I ARCADIA'": I LOW AND STANDARD SLOPE STEEP SLOPE Use.'V nails for every hill SIIingle Iocnimi as shown below: Use Six nails and F0IjR spoi:s of asphalt roofing cement for there full shingle as shutes below. Apply asphalt roofing genion 1"(25 Rini) from edge of shingle. 9spixllt roofing cen'tan incoing.%.ml D 4586 11pc 11 is snggw%itd. r a5 mml rAll Lin xmLln 9QSony t'usocnl LL —1 _1__j — Flgum °: Use sl a units fir erurl' jrll sbIn le 2___r_ G Figure 3: Ave SLY nulls and four Spots, f asphall rtxf nq cement on slerp slopes. Hp & Ridge for ArcadiaTM: Cedar Crest'", Cedar Crest'" IR Use two (2), minimum Minch long fasteners per shingle. For the starter shingle, place fastener 1 -Inch from each side edge and about 2 -inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8 -5/8 -inch up from Its exposed butt edge and 1 -inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic° NP11"" 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, U.C. Cerdf tate of Authorlrodon #9503 FBC NON-HVHZ EVALUATION Hand -sealing adhesive 114" ILI 4- 3/4" --- Iv— Dab of asphalt cement between shingle layers Evaluation Report 3532.09.03-R31 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. f Yd•tleoad o additrcrul roils d tMjied 1 TRINITY IERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement— for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. t I I'I:bnad I'125n ji} FS't18 nml i 1125n Roolin0 Ce nl------ 6.6.1 Hip & Ridee for Belmont'": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge Figure 17.18.• Shangle" Ridge. 18• Exposure Remove tape from the right side 8-,j and fasten SECOND Fasten the I left side85 e../ RIGHT FIRST / LEFT Flgum 17-19: Inslallallon of Dangle® Rldga sbingles on blps and ridges 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1114" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", In accordance with CertainTeed requirements. Izronml Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.OS-Rll Cerrylcate of Authorlratlon 09503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 ti.r-TFFRINITYIERD I CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE®: I LOW AND STANDARD SLOPE lx Ove nails for t vey full Shangle. L F —z mm) I (25101m) 5Ar' 810" 16 nen) Lim Iiii ) r)gurr 17-1: Iftn JLe nails for ewryfi ll t:riand Honor 16nngle, Carriage 110rae S&ngle. or (Centennial Mom. STEEP SLOPE We wen 920s and Ibree spots of asphalt roofing cement for every fidl Grand Alanor $bangle. hu fire nails and Ihrm spurs of msphull roofing cement for evey full Carriage Ilouse $hmrglc and Centennial Slaic. Apply asphalt ronfing mment 1' (25 mm) from edge of sbingk Plgmtr 17.5). Asphalt roofing ament inwingASTM 1)458611 pe 11 Is suggested. I.. a le:Sa Ij_ (--(25mm) 5le" tOmm) 25 mm) Rssflno Csmssl rlgrnre 17-5. Wbrn iashdling 6hutd,llanar.%onglrs an sterpdaprs. two seven tads and lbnr spots ofespball r oofing ernrenl. HID & Ridge for Carriage House Shanale* and Grand Manor Shanale: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LAN&MARK""'LAND MARK'[" IR, LANDMARK'" PRO, LANDMARKTas PREMIUM, LANDMARK."" TL, LANDMARK'm SOLARIS, LANDMARK'"" SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/4" 12" 1--(305 mm) : --(375 mm)— ---(305 mnt)-- I• r.:pn.m[rcavaanc.+:.,tvn+w•o ra>^r va+<rsrrc i r-1"(25mm) RNemaTape 1-(25mm) I 1 tri'•. Nallable F Afoa Exterior Research and Design, I.I.C. CertlJlrnte of Authodmdon #9503 LANDMARK TL 131m, 13'• 13V I—(343 mm) ---J—(330 mm)—j—(343 mm)—I 1 —1"(25 mm) 1" (25 mm)—I Mum 1,1.4.- tosefournallsformrrfrdlsbtrrgle. NorthGate: WIDE tat 140 1r 16314' 1' AREA (305 rrn) (375 on) (305 mm) 1 Na s9 Lv=-k r~ t 125 mml / Uppeilinona9lns 1' (25 mn } Rolling spas fa low and standard dopes (him 2:12 to 2112) Nal ber"on up1w b Iraq: Info as eft'" abmw. FBC NON•HVHZ EVALUATION Evaluation Report 3532.09.05.1131 FL5444-R10 Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of :L4phall roofing cement for rorty fall laminated shingle. lice below. Asphalt roofing cement should meet ASTM 1)4586 7)11e I1. Apply I- spots of asphalt roofing cement verde each corner and at about 12' to 13" In from each edge. METRIC DIMENSIONS 12" 10-C-1— 12" 305 mm) (375 mm) (305 mm) 1"(25 mm) Hd Tape 1"(25 mm)- For Steep's] 25 mm) — — — 25 00 INITY I ERD LANDMARK 1L 131/2° 343 mm) 13" 330 mm) 1 131/2'=— 343 mm) L-1"(25 mm) 1"(25in NorthGate: STEEP 12' 14.3/4" SLOPE —(305 mm)— «— (375 in NAILING NpaingAREAI X1'(15 mm) S Irtgase 13-5: Use six naffs andfonr spots of aspbatt noojZng cement on steep slopec 12' 305 m 1`(25 mm] Nailing areas for steep slopes (greater then 21:12) and "Stomt-Nailing" Nail between lower 2 nail fines as shown above. 6.8.1 Hip & Ridee 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' 97/8' 305mm) (250 m) S 6' _g15ItS 415/ 117rrim)r050na.) 125mm) 025mm)(150 Notch for Notch for Centering Centering 12' f 7 131/4' . m5mm) Nold=forMignmeotio I ( mm) Notches for ARgnmenito the Top Edge of the Previous 7 the Top Edge d the Prevbus 751W CaplorS(125rrmr)Fxposure (180mm) Cap foi5518'(141mm)6cposure f198mm) L L I English Dimension Metric Dimension Shadow Ridge— Shadow Ridge'" Exterior Research and Design, U.C. Evaluation Report 3532.09.05•1131 CerdficoteOfAuthodra ion #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 9 27!12' 2501911111- 4 250arm) 4 1^2/16' {125 irttn) Certc111 fI:W1 t311M T337mm) \ Montbs."/ netdlcs In top 7 516' cdgcof (104 mm) 0.0+itws eburco NorthGate Ridge TRINITY I ERD 111118.1 333 mm)— r 6•_4-6 61B•_ 8 mm) 168 mm Centerinp 131/4•Notch 337 mm) ` Align those notchosto to 7518, edge d edgeP ( 194 nim) revloue course. NorthGate Accessory Flgra a 13-20:. Ilse laying notcbm to cankr'sbinglar on bits and ridges, and to locate do correct it omm For ASTM D3161, Class F performance use BASF "Sonolastic® NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar CrestV", Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll CertlJhote of Authortrotlon 09503 FBC NON-HVHZ EVAWATION FL5444-R10 Revision 11:12/08/2016 Page 9 of 12 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 13/4" long or longer, so they penetrate either 3!4" into the deck or completely through the deck. Presidential accessory comes In two different sizes: Accessory produced in Birmingham, Al Is 12" x 12"; Portland, OR produces -974V x 131/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic• NP1" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to Instructions herein for Cedar Crest', Cedar Crest'" IR hip and ridge shingles. 6.10 HATTERAS-: LOW, STANDARD AND STEEP SLOPE: ggmr IS•i: rrrrtening I1allems.rbftin an Low and SAnrdani.Voirs For lot; and standard slopes. use gtr calls for earh fug Ilalteins sltingle ar slumv above. Exterior Research and Design, LLC. Certipeate of Authorlaation #9S03 FSC NON-HVMZ EVALUATION sgrar I.S. r• nnlnrlop anMTto aAfgtirs od.Vdrp.Vo/ n Fur Meet slopca mr the edh and elgld "i of upbar noting u tornt fur corh loll Ilan rat Wage as shunt aline. Apply I' tl$mm) trtuaeter struts of rooeog eemnn WTAI D 458611pc 11 xupwvd) under earls tab cot on. 14M dtln#c Imo place, do am e4X" eemeut. WIrION: Ton much roofing cnncot con rause shingles to blister Evaluation Report 3S32.09.OS-Rll FL5444-RlO Revision 11:12/08/2016 Page 10 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKET", PRESIDENTIAL SHAKE'" IR, PRESIDENTIAL SHAKE TLT", PRESIDENTIAL SOLARIST": 71 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 tab. After applying S nails in between tine naffing guide lines, apply 4 raft 1' Nailing I.-- 40" +I above tab cutouts making certain tabs of overlying shingle cover nafs. Guido Unos (1016 mm) 3, 133 mm) . N . • • 14114" 1 irt me mm) (362 mm) NOTE: Apply nails on painted guideline. Figure 16.4- FoefentngFmk*nW+1andPrw1di" la(TLShako 1' diamelor asphalt roofing tenant shingles on lora and standard slopac Figure 16-7: Fash"Ing Prestdenlial and•ftodenflat r/L Sbaks sbirgler on sleep slope;. 6.9.1 Hip & Ride for Presidential Shake". Presidential Shake' IR, Presidential Shake TLI. 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 than 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4" long or longer, so they penetrate either 3!4" into the deck or completely through the deck. Presidential accessory comes In two different sizes: Accessory produced in Birmingham, Al Is 12" x 12"; Portland, OR produces -974V x 131/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic• NP1" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to Instructions herein for Cedar Crest', Cedar Crest'" IR hip and ridge shingles. 6.10 HATTERAS-: LOW, STANDARD AND STEEP SLOPE: ggmr IS•i: rrrrtening I1allems.rbftin an Low and SAnrdani.Voirs For lot; and standard slopes. use gtr calls for earh fug Ilalteins sltingle ar slumv above. Exterior Research and Design, LLC. Certipeate of Authorlaation #9S03 FSC NON-HVMZ EVALUATION sgrar I.S. r• nnlnrlop anMTto aAfgtirs od.Vdrp.Vo/ n Fur Meet slopca mr the edh and elgld "i of upbar noting u tornt fur corh loll Ilan rat Wage as shunt aline. Apply I' tl$mm) trtuaeter struts of rooeog eemnn WTAI D 458611pc 11 xupwvd) under earls tab cot on. 14M dtln#c Imo place, do am e4X" eemeut. WIrION: Ton much roofing cnncot con rause shingles to blister Evaluation Report 3S32.09.OS-Rll FL5444-RlO Revision 11:12/08/2016 Page 10 of 12 jI\I KININ I ERD 6.10.1 Hip & Ridge for Hatteras`": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14: 18 three piece rinttsstparale•to mike 54•Hatteraa•Acaemr sbtngles 6.10.1.2 Option 2: Cut Hatteras Shingles 9' 230 mm I I I I I ea I I mm)--I ooh I— — — 18" (2031run)I _ 18" (460. r= yaps 460 mm) .. Cap Cap Cap Cap Shingle Shingle Shingle Shingle Ftgum 15-20.• Cut Hatteras sbtngletr to slake hover cap Figure 15-21.• lnstallaHon of caps along hips and rktRa 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic• NP31"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATET", HIGHLAND SLATE"*IR: LOW AND STANDARD SLOPE STEEP SLOPE: Wni4)W# npure six A n#b bMdWow onW adoJ u aam} F147ne II •,?r Use FM nails for evvy Migbtand Stalo sbbrgta Use FMS nalls and RIGM spots of agrbalt roofing cement* for each fug Highland Slale shingle. For httaml•Dade, SUI riaUs are required. Apply V diameter spols of asphalt roofing cement under each lab corner. Asphalt roofing cement meeting AM D4586 Type 11 Is suspsird. r r r r IrbT 0"M (ate W-0 pSe Oscrq lbnWaLroyre 1T six vt llusmb rOSm.t wi••-0 la4d ewroriv "• r r• '' e auear.n) Rsotbp tomo FIgruo II -A Oto JM sari and e/pbl spvk ofarpbolt mflnZ aurum! urrderAvb 1ab turner. CAUTION: Iiscesslve use of roofing cement can cause shingles to blWer. 6.11.1 Hip & Ridge for Highland Slate'", Highland Slate'" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridges" hip and ridge shingles. Exterior Research and Design, I.I.C. C&Wflcote of Authorlrol/on #9503 FBC NON-HVHZ EVAWATION Evaluation Report 3532.09.05•R31 FLS444-RIO Revision 11: 12/08/2016 Page 21 of 12 6.12 I• PATRIOT'": LOW AND STANDARD SLOPE Use. FOUR nail~ for ceery full shingle lowiLd :ts sho%ro below. Sel>Im 6-1m Fr 1075, rZIMITtli9oml i I iIDitgo) + rAit i%p N QINITY I ERD STEEP SLOPE Use FOUR nails and four slots of upb2h roofing cement for eveq full shingle as.shon'n Wow Asphalt roofing anent meetingA.8Thi 1)45116 I)rl 11 is soggialed. apply 1'(15 mm) splds of :Wilmit nx)fing ctnunl w, $hone. CAUTION: G\iresire use of roofing ctnuenl can muse shingles to hlbaer. Reollnp trmcol 1R1lory IAlmq Wrnp 6.12.1 Hip & Rldze 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 CIA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC— QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R31 Certl/kate of Authorirmlon #9503 FBC NON•HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 12 of 12 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate ojAuthorizotlon #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R30 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61(320-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be In accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nleminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorised by Robert Nlcminen, P.L on 12/0!/2016. This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial Interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert 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 Nleminen, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. S. This is a building code evaluation. Neither Trinity lERD 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 CertalnTeed Corporation, have demonstrated compliance with the following sections of the St" Edition (2014) Florida Building Code and 5t, 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 2008 3. REFERENCES: Kn2ta 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 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 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 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 ULLLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LM Evaluation Report 3532.09.05-R11 Certgkate of Authortration #9503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 2 of 12 J TRINITY IERD 4. PRODUCT DESCRIPTION: 4.1 CT201", XT'" 2S, XT" 30 and XT'" 30 IR are fiberglass reinforced, 3 -tab asphalt roof shingles. 4.2 Arcadia', Belmont'", Carriage House Shangle°, Grand Manor Shangle*, Landmark'", Landmark'" IR, Landmark' Pro, LandmarkTM" Premium, Landmark' TL, Landmark'" Solaris and LandmarkTM Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" Is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4 -tab asphalt roof shingles. 4.6 Patriot' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an Intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge"', Cedar Crest'", Cedar 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: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, indicating the shingles are acceptable for us in all wind zones up to V„d = 150 mph (V„It = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified In manufacturer's application instructions, for use in wind zones up to Vud =150 mph (VI, =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 D71SB 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, I.I.C. Evaluation Report 3532.09.05-1111 Cerd/kote of Authorkodon #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 C TRINITY IERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section 8905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT20'", XTP," 25, XTI- 30, XT'" 30 IR: ENGLISH 12•' 12" 12" Use four nails and six spots of asphalt roofing cement• for every hill305mm) (305 mm) (305 mm)—, shingle (Figure 11-n. Asphalt roollog cement meeting ASTM D4586 1" (25 mm) _ lanl 1"(25 mm) type 11 Is suggested. i --- 5 5/0-- (145 mm) — 5r/t"p6Nlevod r--- — — — — --- T METRIC 1 — 13r/a — 13?/a" 13r/a" Rooting Cement mm) Sealant 1" (25 mm) Apply 1 " (25 mm) spots d asphalt roiling cement 1 under each tab corner. 6 ON, Figure 11-4: Ussfour nags andshrspoh q/nsphail aernrarl on sleep &Popes I *CAUTION. Excessive use of rooting cement can cause shingles to blister. Agum 11-3: Use four nallsfor eaery uif sbingle.. 6.4.1 Hip & Ridge for CT20'". XTr" 25, XTr" 30, XTr" 30 IR: Cut Shingles 1" —1I+ 2 (50 mm) Remove 125mm)r 1 IF—, 30,5m m\ 125 Cap Cap (305 mm) 11'NO WS Shingle Shingle Shingle gh NSA Figure 11-24: Ail fabs, Then lrins back to make mp shWw NIT 10% vor°o00\ 6ngllsb dlnumslons sbmnn). Figure 11.25:1nsiWallon q(o&ps dong The blps and rioter. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NPiTM" adhesive or Henkel "PL* Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R111 Certip&ote of Author4atlon 09503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 4 of 22 6.5 6.5.1 TRINITY I ERD I ARCADIA"": LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nalis for sten' fill shingle located as shomi heloa: Use SIX nalls and W)UR spun of:Isphall rooting ceuiem for even fan shingle asshown below. Apply agthalt ronMg cement 1'(25 nun) frolu edge or shingle. Asphalt mof ig c'luelu nleegog Ight U 9586 1}1)e II is suggested. 1'tIS mm3 1'Il6nml+ Gill Ihr um w LL Jj t'moau t'r6loml— Rgore 2. Uso sly units for ewr fii/1 sbhrgtu. Figuiv.3. Use sir nails andfour spuds of aspbrdt rwl Iq crweid on steep) slopes. HID & Ridee for Arcadia': Cedar Crest'", Cedar Crest'" IR Use two (2), minimum Minch long fasteners per shingle. For the starter shingle, place fastener 1 -Inch from each side edge and about 2 -inch up from the starter shingle's exposed butt edge, ensuring minimum Y. -inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8 -5/8 -Inch up from its exposed butt edge and 1 -Inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic® NPI'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or Pl. adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4 -inch along the sides of the headlap along a line % to 1 -inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1 -inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, I.M. Cerdf tate of Authorirodon #9503 FOC NON-HVHZ EVALUATION Hand -sealing adhesive 114"+— 4" 314" 1" Dab of asphalt cement between — 1" shingle layers Evaluation Report 3532.09.05-1113 FL5444-R10 Revision 11:12/08/2016 Page 5 of 12 6.6 UTRINITYIERD 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. a See below. Asphalt roofing cement meeting ASTM D4586 Type Il is suggested. trrpWj mkW oWOW rods 9reWied { 'G+nbd t'USMH SAr {1B mN A 5fd' U20 mrd b Ci Cr 6.6.1 Hip & Ridae for BelmontTM: 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.6.1.2 Option 2: ShangleO Ridge 12' 18. Exposure fromRemo re tape ht slde 8' and laden SECOND Fasten the I--, Romovo left side 85/8ti/ RIGHT This Tape FIRST j LEFT Figure 17-19• Installation of.Sbangloe Ridge sbingles Figure 17-18: 5bangle" Ridge. on hips and ridges 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolasticm NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. CaWlicote o/Authorhauon /9S03 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-Ril FL5444-R10 Revision 11:12/08/2016 Page 6 of 1Z 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE®: LOW AND STEEP SLOPE STANDARD SLOPE Use live naiLe for every full Shangle. 1"-1,• L F+-125 mm) I 25—) r 5m, J8. 16 mm) L I L J (220 mn) F7gum 17-•1.11seJ6a aal4Jor airy frdl (AinAAlaunrSMagfe, anlage /lance Utlrrgle. or Qcrrleanial Stale. J V TRINITY I ERD Use seven nails nod tbree spots of asphalt roofing cement for every Mil Grand M:mor Shanoe, llttt five nails and three spnls of wpliall roonng cement Gtr every full Carriage Iloose Sh:mgle and Centennial Slate. Apply aspbali roofing remeal 1" (25 mm) from edge of shingle Clg/rre 17-5). Asphalt fooling cel l meeting ASTM D4586'I)pe II Is sttggeste(l. L'4 q 1VIN, L = m figrne 17-5•• II'l hislaUhog Gmnd.IGrnrr864u0er m.Vrppslope% 11m siren nails and lb" spools of aspball mglrrg ernes!. Hip & Ridge for Carriaee House Shanele° and Grand Manor Shangle: Refer to instructions herein for Shangle° Ridge hip and ridge shingles LANDMARK"', LANDMARK'"! IR, LANDMARK TU PRO, LANDMARK'!' PREMIUM, LANDMARK"" TL, LANDMARK'"" SOLARIS, LANDMARK'" SOLARIS IR; NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/4" 17' 1--(305 mm)–a --(315 mm)~ --(3D5 mm)— A `1o5.1RSY=C."OT S,SW:+::;; `Ic9nAN :r:<'lYL-LY[1L•V.`NI Rdea a Tape 1" (25 mm) -1 1` fti NailableT Arad Exterior Research and Design, I.L.C. Certificate of Authorkodon #9303 LANDMARK TL 13`17' 13„ 13t/Y' 343 mm) --J—(330 mm- --(343 mm) --1 1" (25 mm) 1" (25 mil — EE At'-1.7-k Mrfuarrmllsfor-0 fill, sbWHO NorthGate: VWE ruel40 12, 14 W4. 1Y AREA - (105 mm) -+ (375 mm) f (305 mm) - Wing Limb 26 mm) aper nil Ino P (25 nun owvrnalllGe I ) Nal al for low and standard *pm (horn 2:12 ID 21:'12) Not otrrr an upper &hoer Inas as s*mn sbave. FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.OS-Ril FL5444-R10 Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of asphalt roofing cement for every full laminated shingle. Sec below. Asphalt roofing cement should meet ASTM D45861Ype if. Apply I' spots of asphalt roofing cemen( uncle each corner and :d abuut 12' to 13' in from each edge. METRIC DIMENSIONS 127 143/4"— 305 mm) (375 mm) Deese sr a toR :z, . .sa 1-1125 own) ReleaseTap Nail Area Fof Steepf 25 mm) {---- STEEP SLOPE 305 mm) C'JILYAala:7: I"(25 mm) --J QI,TRINITYIERD LANDMARK TL 131/2" 343 mm) 13" 330 mm) 131/2' 343 mm) 1•-1 "(25 mm) Centering 1 "(25 mm) -*J M??0,14Vfno iWWltLiPIT, "I' n1 Figure 13-5: Use six naUs.andfour spots of aspb dt roongcament on steep slopes NorthGate: 12" 14-314' 12' 1—(305 mm)— — (375 m +{305 mm}— Nailin imitsfil 1-(25 mm) beiwer wer 1"(251nm)—jrcncince_ Nailing areas for steep slopes (greater than 21:12) and "Stone-Neiling" Nail between lower 2 nal Ines as shown above. 6.8.1 Hip & Ridge for LandmarkTM, LandmarkTM IR, Landmark'" Pro, Landmark"' Premium, Landmark" TL, Landmark' Solaris, LandmarkTM' Solaris IR, NorthGate: 6.8.1.1 Option 1: Shadow Ridge' or NothGate Accessory 12' 305mm) (250 m) G 415/IG 415110' 150"rnollm—m) 125mm) (125mm) Centering 15nm) Notches for Alignment to the Top Edge of the N"lous 7' Cap for5'(125mm)Exposure (180 LEnglish Dimension Shadow Ridge— t Notch for Centering 131/4' 37" Notches for4nment to Top Edge Previous 75/8theofthe 1n& Cpfor5r(141m)posur Metric Dimension Shadow Ridge— Exterior Research and Design, UC. Evaluation Report 3532.09.05•Rll Catiftcore oJAuthorrrodon #9503 FBC NON•HVHZ EVALUATION FL5444•R30 Revision 11:12/08/2016 Page a of 12 6.8.1.2 6.8.1.3 9 v132' t Iti'16'(1251am) Get:tni. Ficicb 1I7 T 337 mm) \ FUpntbese notches to top 7 518' Woe "1 194 mm) p:o ions ooatso 1 NorthGate Ridge l TRINITY 11 ERD 13118" 333 mm)— e s/e•-1•-6 wa•- 1 68 mm 1 NorthGate Accessory Figure 13-10.• Use laying notches to ceptor sbinghe-on bips and ridges, and to locate the comms exposum For ASTM D3161, Class F performance use BASF "Sonolastic® NPI'""' 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. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Cerriflcote of Authorkotton 09503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 9 of 12 68 mm Centerlrtp 13114' 337 mm) Notch fin Itheao notches to lop edge d 7518' 184 mm) previous course. NorthGate Accessory Figure 13-10.• Use laying notches to ceptor sbinghe-on bips and ridges, and to locate the comms exposum For ASTM D3161, Class F performance use BASF "Sonolastic® NPI'""' 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. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Cerriflcote of Authorkotton 09503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 9 of 12 J TRINITY I ERD 6.9 I PRESIDENTIAL SHAKET'r, PRESIDENTIAL SHAKE'" IR, PRESIDENTIAL SHAKE TILT"', PRESIDENTIAL SOLARIS'": LOW AND STANDARD SLOPE: For low and standard slopes, use five -nails for each full Presidential shingle as shown below. Nall" I" 40' Guide tines (1016 mm) 51/4 - 133 mm) 14 1/4' IL— I tt2' 38 mm) N(I NOTE: Apply nails on painted guideline. Figure 16.6 FasteningPimillmual andPraide nilal TL Stals skingles on low and standard slopes STEEP SLOPE: For steep slopes, Use nine nails for each full Presidential shingle and apply 1 • diameter spots of asphalt rooli g cement under each shingle tab. After applying 5 nags In betwelsn the nailing guide lines, apply 4 nags 1 above lab cutouts making certain tabs of overl)bng shingle cover naris. 0 . 1 T 1• diameter asphalt ruonnp cement Figure 16.7.• mstvNng Praldenilal and PwidentlrJ M Shake 01*0 on situp 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 than 7' from the bottom edge of the -"tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate either 3/4' Into the deck or completely through the deck. Presidential accessory comes In two different sizes: Accessory produced In Birmingham,.AL is 12r,x 12"; Portland, OR produces -97/s' x 131/4' accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic° NPl'"" adhesive or Henkel "PL° Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to Instructions herein for Cedar Crest"", Cedar Crest" IR hip and ridge shingles. 6.10 I HATTERAS-:. LOW, STANDARD AND STEEP SLOPE: Figrrre15.31'raarnAidMallems8 ivesoa Lorr and S'larubrrd 4olrrs For torr and suntltni slopes. use Use onils for earls full Ilvlern sitbtgte a5 Mlown dune IiXrrrr l f• F rrtrlmlrlr /4amu.sAfq ly oa Mp.Volra For nrrp dope., we rnr n919 and eight 4x4s of ospban moeog amsm for esrb loll ltiticru shhtgb- as sbumu'ahore. Apply 1• ClSmut tlbmNrr {lens of roofing ennent wml D 4Sa671pe 11 sug raed) amirr cath tab Comm Pru$ shine Info pbcr, the mot tapose crmnu. CAUTION: Too much roollog cnnmt Cali came shirlore to hlisler. Exterior Research and Design, U.C. Evaluation Report 3532.09.05•Rll CertQlcote of Authodrorlon M03 FEIC NON•HVHZ EVALUATION FL5444-RSO Revision 11:12/08/2016 Page 10 of 12 PTRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras Figmte 15-14, 18 tbree place emits soarate to make 54 Hatteras Actces q sbingies 6.10.1.2 Option 2: Cut Hatteras Shingles 230 mm) I I I I 77 g`' ig" (460 mm) god I--- 460 16" 203 MO mm) Cap Capp ShinglgleLSh CapShingleShingleg31a ml l2 Figure 15-20. Cut Hatteras shingles to make onv cap. Figure I5-21: Instaltatlon of Caps along hips and rldRu 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolasticm NP11" adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE'"; HIGHLAND SLATE'"' IR: LOW AND STANDARD SLOPE: STEEP SLOPE: Ybd•ntl*nq*v* Stxraw pnonro Oka Y dOW4 Figur 1 /-.1: Uso RIT nils foremy INgbiand Slalo sbingle Use Fn'R nails and BIGIIT spots of oyrh:dl roofing cement* for nch full Illghland Slate shingle. Pot bthuW Dade, SIX nails ore required. Apply t- dlamcler spots of asphalt roofing eemeot under each tab comet Asphalt roofing cement meeting ASTM D4586 Type D is suggested. wr.r w"..r o»".o ab.. Ha' bdeltl wrer4r n r. - r. J_ Roofing ran 1 Fignro II J& Mo IM not and afgbf spots ofaspho m int ccniml under eacb tab corner. CAUf10N: liseessl e use of fooling cement cau cause shingles to blister. 6.11.1 Hip & Ridee 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 ofAuthorhadon #9S03 F13C NON-HVH2 EVALUATION Evaluation Report 3532.09.05-Rll FL5444-R10 Revision 11:12/08/2016 Page 21 of 12 TRINITY (ERD 6.12 PATRIOT'": LOW AND STANDARD SLOPE STEEP SLOPE Use FOUR nail+ for every full shingle loaded a: shown bclorc. 1 tun p65mm) it I 1 1. Ims, --13-vy " — 1-+ 1IY -1A,-) PM CV.) (lipxrt( Use FOUR nails and four spot., of asphah roofing Cement for every full shingle as shown I -low. Asphalt rournng cement meelingA5r11 V4586 Tjve II is soggwted. Apply 1'(15 nun) spots of asph:dt rw)fing X -Mo 1 :ts shown. CAUTION: INCmilre use of roofing ttrorenl cao cause shloots to blister. ourm1 1 , ReoOrp Ueunl n Wto cn' tr8 1 + {iitimp "I 6.12.1 Hip & Rldae for Patriot'"": Refer to instructions herein for Cedar Crest'"', Cedar Crest"' IR, Shadow Ridge'", NorthGate or Shangle RidgeTM hip and ridge shingles. 7. LABEUNG: 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. S. 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 Q4 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-R31 Cerrifimte of Authorlration 09503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 12 of 12 Florida Bw1ding Code Online win - SCIS Home I Log In User Registration Hot Topics Submit Surcharge Stats 6 Facts Publications FBC staff BUS site Map Unks I Search r U, Product Approval IUSER: Public User Product Anproval Mpnu > Prod w•• or Application Search > Application List > Application Detail FL * FL15216-R2 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email a InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mttipas@lnterwrap.com Eduardo Lozano elozano@lnterwrbp.com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@lnterwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Undedayments 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 Nleminen Evaluation Report Florida License PE -59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Kneievich, PE Validation Checklist - Hardcopy Received Certificate of Independence FLl5216 R2 COI 2015 Di COI Nleminen.ndf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code bnp//—v-B ridebwldin&ogVpr/pr_app_dtLaspx?pwmn—wGEVXQwtDgv3yVVKJZIQRAdby[2ugk000rljalihVaiOpVSvxwSdCoQ%3d%3d[&24/20171:57:59.PM]__.. . Florida Buildm8 Code Oakes 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 summary of Products FL # I Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS216 R2 II 20115 04 FINAI FR INT RWRAP RHINOROOF F 1S216 - Approved for use outside HVHZ: Yes R2.nd Impact Resistant: N/A Verified By: Robert Nleminen PE -59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Umlts of Use. Evaluation Reports FLIS216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF F 1571& R2.Fd Created by Independent Third Party: Yes tnntact Us :: 2601 Blair Stone Road. Tallahassee FL 92399 Phone, 650-4117-11124 The State of Florida Is an AA/EEO employer. Convrioht 2007-2011 State or Florida.:: Privacy StammPnt :: Accessibility sta m nt :: Refund Statement Under Florida low, email addresses are public records. if you do not want your e-mail address released In response to a publlere-cords request, do not send electronic mall to dils 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 small address If they have one. The emails provided may be used for offidal 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 ISS, F.S., please dick here. Product Approval Accepts: Credit Card Sate buyJ/wmv.iloridabWoia8.oWpdps spy_dtLsspx7parauwwGEVXQwtDgv3yVVK]Z1QRAdhyl2u8k000yljaHbVeiOpVSvxwSdCoQ%id°Ao3d[824R0171:57:59.PM].. TRINITY IERD' 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 140530.02.12-R2 32923 Mission Way FL15216-R2 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 5'' 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. TrinitVI ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.6 on 00/17/2015. This does not serve as an electronically syned docomeft signed, sealed herdmples have been transmitted o the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it Intend to acquire or will It acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial Interest In any other entity involved in the approval process of the product. S. This Is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. l` 4RINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhlnoRoof 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: Examination Section Properties Standard Year 1507.2.3,1507.5.3, 73507.8, 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, ITS (7571509) Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (7573509) Physical Properties 100539395COQ-006 10/27/2011 ITS (7573509) Physical Properties 300539395COQ-002 10/27/2011 ITS (7571509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA3673) Quality Control Inspectlon Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof undedayment 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 Nleminen, 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. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: 5.6 Exposure Limitations: 5.6.1 RhlnoRoof 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, LLC. Evaluation Report 140530.DZ.12-R2 Cerra lcote of Authorizotlon N9503 FUSZ16-RZ Revision 2:04/27/2015 Page 2 of 3 TABLE 1: ROOF COVER OPTIONS Asphalt Wood Shakes Slate orUnderlayment Shingles Nall -On The Foam -On Tile Metal 8, Shingles Simulated Slate RhlnoRoof U20 Yes No I No I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhlnoRoof 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, LLC. Evaluation Report 140530.DZ.12-R2 Cerra lcote of Authorizotlon N9503 FUSZ16-RZ Revision 2:04/27/2015 Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1 -inch roofing nails with a 3/8 -inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1 -inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Slnale Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6 -inches and side (horizontal) laps shall be minimum 4 -Inches. Refer to Interwrap, Inc recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30 -days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope <4:12: End (vertical) laps shall be minimum 12 -Inches and side (horizontal) laps shall be minimum half -sheet -width plus 1 -inch. Double layer application; begin by fastening a half -width plus 1 -inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1 -Inch side (horizontal) laps, resulting In a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction In order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QuAUTYAssURANCEENnTY: 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 Cert y1cote ojAuthorizotion #9503 FLISZ16-R2 Revision 2: 04/27/zo15 Page 3 of 3 I TRINITY I ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, I.I.C. CertifJcate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FLiS216-R2 Date of Issuance: 02/17/2012 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 5w 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. CONTINUEDCOMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The lacslmlleseal appearing was authorised by Robert Nleminen, P.E. on 01/27/2015. This does not serve as on electronically signed document. Styned, 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 I ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither 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. f) tRINITYIERD 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: TABLE 1: ROOF COVER OPTIONS Underlayment 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.S.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Uquid Water Transmission, No Yes Yes Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 frS (TST1509) Physical Properties 100539395COQ7002 10/27/2011 ITS (TST1509) Physical Properties 10053939SCOQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM 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 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: 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. Evaluation Report 140510.02.12-R2 Certy1cote of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 TABLE 1: ROOF COVER OPTIONS 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 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. Evaluation Report 140510.02.12-R2 Certy1cote of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 f } C` I 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 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1 -inch roofing nails with a 3/8 -Inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1 -Inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinale Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6 -inches and side (horizontal) laps shall be minimum 4 -inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30 -days, use of every fastening location printed on the surface is required. When batten systems are to be Installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published Instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12 -inches and side (horizontal) laps shall be minimum half -sheet -width plus 1 -Inch. Double layer application; begin by fastening a half -width plus 1 -Inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1 -inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for Information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certiflcote of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 428/2017 Florida Bulldng Code Ondine eaS Mane I Login I Ustr liepstration I Not Topa i Submit Surdwge I stets 0 Facts I Publlratiae I Fac start I BGS Slte Play I Unit; Seuch Flnrkh vv F Product Approval l USER: Prbllc User Product Approval Menu > PmduR or Application Snob > Anollcotlon Ust > Appilutien Detail FL FL3792-R8 Application Type Revision Code Version 2014 Application Status Approved Authorized Signature Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter®lomanco.com Authorized Signature Andrew Carter acarter®lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter0lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 6163 acarter®lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard)qS ndard Year Miami -Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A httpsJ/www.fioridabulldng.orgfpr/pr app o.aspx?param=wGEVXQwIDgsFgPhXouzz9PGbegcDkEk7oGQBzyYnmk%3d 1/3 4/28/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Buildintg Code Online 09/30/2015 10/06/2015 10/09/2015 08/16/2016 i otic Products' _ :r E . it.: ' i Fl YI: :: Model, Number or.Naet e.: -- 3792.1 135 Roof Louver Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. 1, Refer to applicable building codes for required ventilation. 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be installed on roof mean heights greater than 33 feet. 9 r iE T is vescnprron. Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Quality Assurance Contract Expiration Date 08/17/2016 Installation Instructions FL3792 R8 It Lomanco 13S - 2000 PV - NOA 11-0602,02,Ddf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602,02,odf Created by Independent Third Party: Yes 3792.2 730 Roof Lower Aluminum Roof Louver• Limits of Use • Certification Agency CertHitate ' Approved for use •in.•HVHZ: Y6s , Fl 3792 RA C CAC Loma co 700 Serles - NOA 11- Approved for use.outslde-HVHZ:.Yes 0602.04.odP Impact Resistant: N/A Quality Assurance .Contract Expiration Date ' Design Pressure: N/A . • ; 08/16/2016 _ Other: 1.Aefer to:appllcable building codes f6r requlred •' Installation Instructions: • •• ventllatlon. 2. Lomadco.'s Model 730,750,770 Roof fouYers. FL3792 R8 II• Lomancd 700 Series •- N6i4 11-0602.04.2df shall comply with applicable building code. 3. Lorrianco's Verified:By: Mlaml=Dade BCCO - CER. Model 730;750,770 Roof Lduvt:rs shall not -be Instal led,6n•roof 'Created, by Independent Third Party:. mean heights greater than 33 feet. Evaluation Reports ' FL3792 • R8 AE •Lomanco 700 Series = NOA'1i-0602:04:odf Created. by Independent Third Party: Yes 3792.3 750 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use in NVHZ: Yes FL3792 R8 C CAC Lomanco 700 Series - NOA 11 - Approved for use outside HVHZ: Yes 0602.04.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016 Other. 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers FL3792 R8 II Lomanco 700 Series - NOA 11-0602,04.odf Verified By: Miami -Dade BCCO - CERshallcomplywithapplicablebuildingcode. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof Created by Independent Third Party: mean heights greater than 33 feet. Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11.0602.04.odf Created by Independent Third Parry: Yes 3792.4 770 Roof Louver ..: - :. Aluminum: Roof Louver - Limits of.Use Certification Agency Certificate r Approved for use in•HVHZ: Yes'- co 700 Series - Approved for use outside HVHZ:,-Yes 0602.04:odf Impact Resistant: N%A' Qualtty Assurance Contract Expliutlon Date Design Pressure: ;N/A 08/16/2016: . Other. 1..kefer bD applicable. building codes. fbe,requlied` Installation Instructions , ventilation. i,. Lomanco's Model 730,750,7791Itoof Louvers FL3742 •R8 it •Lomanm 700 SeMes - NOA 11-0602.04:odf shall.coinply with. applicable bulding code. 3:.LgManSo's .. Verified"By:'.Miaml-Dade BCCO_- CER Model 730,750,770 itoof'touvers shall not be -Installed -on foof Created by thdepithdent Third Party: ' mean heights greater. than 33 feet. EvalVatio Reports 17379'2 R8 ATLomanco 700 Series - NOA L]-0602.04.ridf Creatdd by Independent Third Party: Yes 3792.5 770D Roof Louver Aluminum Roof Louver Urnits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 RB C CAC NOA 15-0709.09.odr Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: PI/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 RB It NOA 15-0709.09.odf Verified By: Miami -Dade BCCO - CER Created by independent Third Party: Evaluation Reports httpslfwww.floridabUlding.orglpr/pr app dtl.aspx?param=wGEVXOwtDgsFgPhXaazWGboAdlkEk7oGQ6zyYnmk%3d 2/3 4!28/2017 Florida Buildng Code Online FL3792 R8 AE NOA 15-0709.09.odf Created by Independent Third Party: Yes I i i9l Contact Its :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 654487-1824 The State of Florida b an WEED employer. Copyright 2007-2013 State of Florida.:: Prlvm Statement :: Acrassiblllty Statement :: Refund Statement boder Florida law, emall addresses are public records. Ir you do rot want your e-mail address released In nes, to a pub0u>recorda request, do not sand eleUrordc mall to this entity. Instead, contact the office by phone or by traditional mall. U you have any questions, please cordmi 850.487.139S. *Pursuant to Section 455275(1), Ftorlda 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 smalls provided may be used for Widal communlcadba with the licensee. However email addresses ate public record. V you do not wish to supply, a personal address, please provide the Department with an emall address whIc can be dmf e lable to the public. To determine If you aro a licensee under Chapter Product Approval Accepter Him Credit Card sefe htlps:twww.0orldabullding.org/prlpr_app ill.aspx?param=wGEVXQwtDqsFgPhXouzz9PGbeVJdkEk7oGQ6zyYnmk%3d 313 M IAMt•BIAfbE m ML4NII-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 DMSION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/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 bas•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 andremoval 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. YNSPECTION: 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 Mw rai Ane couN nr Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Test Name Date Category- Roofing 03/16/95 LOM -013-02-01 Sub-Cateltory: Ventilation RRVJA-001-02-01 TAS 100(A) 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 750-5 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 A eg_ncy Center for Applied Engineering PRI Construction Materials Technologies MIAMMADE COUNTY Test Identifier Test Name Date MDC -98&99. TAS 100(A) 03/16/95 LOM -013-02-01 TAS 100(A) 05/21/07 RRVJA-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 attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the bole. Carefully slide base of vent under shingles with allow 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 %." aluminum annular ring shank nails. With the first nail 11/4" 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 fust nail 1'/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. Ridge Shingle: NIA. Net Free Area: Refer to manufacturers published'titerature. Minimum Slope: 2:12 s MIAMMADE CDUNTY 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 %' wide beads of an approved ASTM 0920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x.1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes. 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall'not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Mode1730,750,750-5, 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 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A 700 I I SERIES LOUVERED ROOF VENT NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 L 1 01 APPRDVED DETAIL B 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 FASTFNFR MIAMMADE CNOA No.: 16-0510.28. OUNTY .. Expiration Date: 08/16/21 Approval Date: 06/36/16 Page 7 or 9 DETAIL C 750-S SERIES LOWERED ROOF VENT NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 8 of 9 DETAIL D NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page9 of 9. 4/28/2017 Florida Building Code Online Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By CAST -CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cpa rri no@ca stcrete. cpm Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Listing Miaml-Dade BCCO - CER Mlaml-Dade BCCO - VAL Standard Year ACI 318 2011 ACI 530 2011 Product Approval Method Method 1 Option A Date Submitted 04/29/2016 hfpJAvww.goridabuilding.orgfpr/pr app till.aspx?param=wGEVXQwtDquegl*/o2bT71%2fFl92gnRzHNulcci5pglXkU6g%3d 1/2 BCIS Home I Log In I User Registration Not Topics I Submit Surcharge ( Stats & Fact Publications FBC Staff SCIS Site Map Links Sean Fklri(ka 4 r Product Approval 1I y USER: Public User JJyam %JC.tiM Product Approval Menu > Pmdua nr Application Search > Application Ust > Application Detail FL 4 FL158-R8 r#1 t, Application Type Revision at?;` i •k .r, Code Version 2014 t ` Application Status Approved r:?-. v i; ;. ; • ; 1 .: Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By CAST -CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cpa rri no@ca stcrete. cpm Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Listing Miaml-Dade BCCO - CER Mlaml-Dade BCCO - VAL Standard Year ACI 318 2011 ACI 530 2011 Product Approval Method Method 1 Option A Date Submitted 04/29/2016 hfpJAvww.goridabuilding.orgfpr/pr app till.aspx?param=wGEVXQwtDquegl*/o2bT71%2fFl92gnRzHNulcci5pglXkU6g%3d 1/2 4/28/2017 Date Validated Date Pending FBC Approval Date Approved Summary of Products Florida Building Code Online 05/06/2016 05/06/2016 FL # Model, Number or Name Description .. 158.1 High Strength Concrete Untels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL158 R8 C CAC NOA 14-0903.03.Ddf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126.03.Ddf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 11 NOA 14-0903.03.Ddf FL158 R8 II NOA 16-0126.03.Ddf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: San41 Nu_Skt Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850-487-1824 The Stale of Florida Is an WEED employer. Copyright 2007-2013 State of Florida.:: privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 050.487.1395. 'Pursuant to Section 455.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses aro 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 It you are a licensee under Chapter 4S5, F.S., please dick here . Product Approval Accepts: URRM 0 RE Credit Card Sale htips:/Avww.floridabuilding.org(pr/pr_app dU.aspx?param=wGEVXGwIDquegl%2b171%2fF192gnRzHNulcgj5pgLXkU6g%3d 2/2 MIAMI- DADE 51M.&II-DADE COUWY ' PRODUCT CONTROL SECTION DEPARTNIENT OF REGULATORY AND ECONONIIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADitUNISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wn'w.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 -Dada County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid atter the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance put -poses. If this product or material fails to perforin 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 tight to revoke this acceptance, if it is determined by Miatni-Dade County Product Control Section that this product or material fails to meet the requiremetits of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 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 Pan•ino, P.E., on August 19, 2014, all beating the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or 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.. Warty 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 tlle'mantifacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages )E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Malar, P.E., M.S. MEOWMIAMI•DADECOUNTY #,, NOANODDate: 09 0903.03 Expiration Date: 09/11/2018 1 pr/ & j f 2 c Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 403-0605.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", street I of 1, prepared by Craig Parrino, P.E., dated rllarch 24, 2003 and Drmving No. LT4612, tiller/ Cast -Crete 4 ", 6" R 12 " Lintel Safe Load Tables", streets 1 through 3 of 3, prepared by Craig Parrhho. P.E., dated Xlareh 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P.F B. TESTS 1. Test report on flexural testing on 4", 6",-t 12 " Precast Concrete Lintels Filled acrd Unfilled Alodels, total of (13) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Ramon, P. E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino. P.E., signed and sealed 41; Craig Parrhro, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System k1mmal for Cost -Crete Alachlne rllade Precast Lintels revised on 11nv 1, 2002. 2. Cast -Crete Quality 51,stem Alamal,jor 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 1 of 1, prepared by Craig Parrino, P.E., dated rllareh 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables". sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated Harch 24, 2003, lost revision dated Men -ch 11, 2008. B. TESTS 1. None, C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. 41, kiiand-Dade County Building Coale Compliance Orce. E. MATERIAL CERTIFICATIONS 1. Alone. HWiy 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-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1112-0209.12 A. DRAWINGS 1. Drawing No. FD4612, tiller! "Precast and Prestressed Lintel Detalls", sheel I of 1, prepared by Craig Parrirro, P.E., dated March 24, 2003 and Drawing No. LT4612, tilled "Cast -Crete 4 ", 6" d 12 " Lintel Sqfe Load Tables"' sheets I through 3 of 3, prepared by CraigParrino, P.E., dated March 24, 2003, lost revision dated tllarch 11, 2008, all signed and sealed by Craig Parrino, P. F,., oil March 22, 2012. B. TES'T'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Comly Department of Permittnrg. Environment, and Regnlalory,4ffai s. E. MATERIAL CERTIFICATIONS 1. Norte. F. OTHER 1. Letter front Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL tI 13-0321.07 A. DRAWINGS 1. Drone. B. TESTS 1. None, C. CALCULATIONS 1. tVorre. D. QUALITY ASSURANCE 1. By Miami -Dade Comty Departmrent of Regulalm y and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Norte. lac ny 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 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing 1Vo. FD4612, titled "Precast and Prestressed Lintel Details'; sheet I q% 1, prepared by Craig Parrino, P. E., dated rlklarch 24, 2003 and Drawing No. LT,1612, titled "Cast -Crete 4 6" & 12" Lintel Sqfe Load Tables'; sheets 1 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 08/1912014, pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed curd sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Comity Department of Regulato , mrd Economic Resources (RF,R). E. MATE, RIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Coale, 2014 Edition. HelqlrA. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Explraflon Date: 09/11/2018 Approval Date: 10/09/2014 E-3 r TYK 'B" STIRRUPS r TYPE Ad STIRRUPSTYPICAL rQP STEEL LTMGTH rva srars rrv srvavcsEarawc, l'E I NOMEi r 0 7 [41+ .r, rr E,i oeyla rivarFll_J a ar ir rte^,ter.vu:eua.ra arsa oes ti^_t c;cy cnn o TIMM lW-1-IMMEMOM rarvrrir.t n. E}GJ r$v[or r r3ar m acFstt o"u=ze t r. FL[r: u vts oa,M aCMdW9l[M fCM LM O ESCCSiItrlri'tr tf]iiClti rma nteslareus.r yr21L.[]C EfC- CCl l l2:,'' FdSiltlt.-n` y} rF[EfO rFi'L"Jrrffl[':f7La rf1CHWIM 1FL'J(i1CL!!L'S_[OC1i F]GiO 1: crcvr rrr+rrs lmc,rar mcyoao La WOWAi r.rr--r;7 Tr,,?? ..t!..r!__II^-,y CC±s ra4lrrtitrl fi:iSTiIJ-,1,r rmlr i ancMvno QrditLlrlltil!l rFlli_Jli1Gi[2Ll-JfE3QilOQ1O rOdir361lt:it rFLJ[Fj0/(rFi'i R]QL[F[L`rFLJi:]tiIC rF1L"JQ"Er"!]G]tt oc r u2M r `!'r„l ori v tr1ZMdkA c.Arsarrmrrzlc r nrn r, ria oa o r r mf Jfdr•7r7iSm7r r7l.At0 r rmrau^ raruntsrnu rz90TM rcvr!rnrrr. ro-VillrfaL rrc rrnratr^rr r a:rr rvlilli'm rrrrrafr7m lf;Y lir.r..taac a:ncarr Li r efroat7l®v n vno 11CJ rJL fst• R Y[7C•'S1 rR11FL::-1rIfQ[F1i'rr[Z•'la ecvr-©r_a:-:rrgvrt>:rrgvcx o rF7L4i[!C:7[Z:f[L£S'!rfB••i r`!r SL'Q d9tt w)QAK=i"Q,rk11!Jr3CL7lt/ eien n,aic,. euarsuy!_ mc:aum`l'r<::arcai:ooraveta oa e?n a na ve.aa PARA. r KE --.7@ M irk j. rtar,rJlarTct•1sJulC]trrtLLs_r[mraclorFauCJo e.v+cr.re,.ra.:st S rF11L':-r.,etr.t„t rrrner•rrn rr'r.`..-.c>,arr!u rrvn•.r r.. mimareLme.ii:QGr121t[®OG10 r„zr rnr.Jtczrrn.Ynarrv r„ ' F, rr•r+ ey. ar a:,.:a Fy•r, , rave Al fey PRECAST AND PRESTRESSED LINTEL DETAILS C A.ST- RETE rir. ri i GENERAL NMES q lL.bdd frld • 31100 pd r. 4• t'12•r W barn. m6m000 ) p/6 qrib mu3rO. 1 aq nawJlptr a p 0a -n.- ate W14, 1151, Gm0•^ 666W r•erlar Pr acu a70 0Aa r a s 2) All ed. bm Ube eaw m l:m.o..a 4 A rremrd ond pEacdaswtab"aiaq la 6ab0. oq t bsia. RAG 6 1/2 :dre• 3) rare. 1r men ad.a e.w ka4 4) R 4 so a rbkdn lea aMr. a6 n0aem to L alr , a lea ariai 1420 a lm pt Id w 5) As adds .rd ar ora350 ddadm FicmLbC udd Ow 6 4 1x6 0'-4• A kW anb u aeeee 080 MlectioN ua IS bra" b ovAlms m.a. W Wade RM" oa. Ld••a 1611"1 a yprcaar. 6) slm. CM .deb a nwp 4 7) P odd Sola to be ebema a/ 4• fmwba twbmtd *W 6' maaba a dkA e) 6tuaL/ ry d wt coney dm W erddlw" 5) mTMI.W fepm ! pcmM .ti•Ilap salad cal AMat qIrma maWks i Tea d nooat 10) PA Nd ams 11) Aiwa no oda neer b a bcdtd d I% eelI d W Sam mrd. Tref DMGNAnON r . roan emr •sl / a . woo 1 tm°ml al nmrp 12 16-28/2T aio..ob J oL(6INirUhm p m,o Mr um ou61AL wont wusrums I2) r a u• uae4 m ma sb•w iur 5 -1 -Ir bar We u a ua .ab b a••od.b ar6od m r.teh kq aw 13) iL afwW mAa• =.,: tido iul.bd a al.Aar c.rrn.l. w; Maafmdeha.g sora b «md•..OA a1u 4926 ar 14) bob I.aad U-2isemdA as w0al (6 •dq .r wflll ad h1lAeabd 6.0noDlab .tae. a drssw w.1 lee 1.Oeda6 Apnea .40 but + *w a*aw had S IA Sale w" baa W. huU.dd bw 15) far mnfadla aW 6dreb ed dw.n M ab bed bw •ad I~ Wr ft 0—M 16) IV add boom. ad Mw% %a. a.b load rr m roe W4W .ape d.. 17) sal. bob .n agdlq.lw I "' 1.46. 10) Sea bob bmo0 CA M3ad dt* •.VVW W AO 570 atl W 316. w) ". dib ft t..bol w- r6. a. Q0Q)) dbm M=1=asrumt i+• Z SEE SAFE LATERAL LOAD GRAVITY TAM FOR LOAD PATIM FOR EAl]T AMMOM 1180 RENFMO ala (RO11U) 959 FULL OOURSE 789 5'-10'(70') PRECAST 460 1) +5 R03AA FOR III LWELS I/2' OLR TYP ': v 2) 15 REBAR FOR 12' Ut1TELS ri: i!• GRID or dt&D SAFE LOADS FOR 4" SOLID LINTELS CRM GRAVITY LENGTH TYPE 4S8 Y-6' (421 PRECAST 1180 4•-0• (461 PRECAST 959 4'-6' (54) PRECAST 789 5'-10'(70') PRECAST 460 6'-6' (781 PRECAST 360 7'-6• (901 PRECAST 260 9'-4' (1121 PRECAST 156 10'-6'(1261 PREM 116 12U8 C -W-4 rn UPLIFT LATERAL LENGTH TYPE 4S8 4S8 Y-6' (421 PRECAST 687 371 4'-0- (481 PRECAST 597 320 4'-6' (547 PRECAST 529 258 5'-10'(70'7 PRECAST 407 148 6'-6' (781 PRECAST 366 118 7* -6' (901 PRECAST 280 87 9'-4' (112') PRECAST 187 55 10'-6•(1261 PRECAST 152 43 12F8 121`12 12FU 8U8 81`8 61`12 61`18 • ~ • " o.; , 1i '4 • rr't`%..,y ' •.!n.: ..,:tib. . r =•. 4S8 : ; - / r: •, a IV 12F28 121`24 121`20 PF V: .), awl4bis (.Nb L p' T _ y •.4tJCRNGPARRINO A==. d O ' 0 1 S • R Qr J SEFFNEFL R. 33580 My C>' 61`32 61`28 61`24 61`20 •.,/ prVA1 E od cam"'; ar 44,4 R.P.6LIC.N0.44756 CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES aro- may G. Iu NwI. 06stn>-I4 obex 6n A w awl* cab IUA Y W ouL: A/xyos 'MM 6n o6Anlcxo uLa: slxa 1 a A SAFE GRAVITY LOADS FOR 6" PRECAST U -LINTELS SAFE LATERAL LOADS FARE"PRECASTMIJNTEL9 SAFE UPLIFT LOADS FOR 6" PRECAST U -LINTELS 4 MR-4mm SAFE LOAD PLIFSAFELOAD - POUNDS PER LINEAR FOOT LENGTH TYPE GUS SFO -I6 61`12-16 6F16-1 61`20-18 6F24-10 61`28-16 6F32-18 Y-6- (427 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (487 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (547 PRECAST 1654 1867 3633 5050 6118 7227 8297 9357 5'-10'(707 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (787 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 T-6' (907 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4' (1127 PRECAST 594 660 1056 1523 2084 2795 3731 1213J 10'-6'(1267 PRECAST 503 566 895 1270 1706 2236 2898 5017I1'-4'(1367 PRECAST 457 513 805 1133 1507 1952 2492 12'-0'(1447 PRECAST 425 477 744 1042 1377 1769 2236 2808 13'-4'(1607 PRECAST 373 417 646 695 1170 1485 1652 2285 14'-0'(1687 PRECAST 351 392 605 635 1087 1373 17032087 17'-4'(2067 PRECAST N.R. 299 455 620 794 985 1198 1437 j) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REM SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 3" H 14411Mm0 SAFE LOAD PLIF TYPE LENGTH3'-6' 6U6 6F6 RCMU 427 PRECAST 587 1055 596 4'-O' (487 PRECAST 487 787 445 4'-6' (547 PRECAST 416 609 344 5'-10'(107 PRECAST 300 350 198 6'-6' (78') PRECAST 263 496 157 7'-6' (907 PRECAST 222 367 116 9'-4' (1127 PRECAST 173 352 74 10'-6'(1267 PRECAST 151 276 58 11'-4-(1367 PRECAST 139 311 49 12'-0'(1447 PRECAST 131 277 44 13'-4' (1607 PRECAST 117 223 35 14'-0-(1687 PRECAST 111 202 32 17'-1'(2087 PRESTRESSED I N.R. 130 21 SEE GENERAL NOTE 18 s `fig.., -now -0, Cft*Gft" SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 61`6-11 SF12-1T 61`16-1T 61`20-17 61`24-1T 61`28-1T 6F32 -1T S-6' (427 PRECAST 1412 2074 2715 3356 3997 4636 5279 4'-0' (48') PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (547 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(707 PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6' (787 PRECAST 723 1097 1437 1777 2117 2457 1 2797 7'-6' (907 PRECAST 648 86304 1249 1544 1840 w 2135 N 2431 9'-4' (1127 PRECAST 575 571" 980 1252 1192 1732 1972 10'-6'(1267 PRECAST 514 462cm 787 1121 1336A 1551 1766 11'-4'(1367 PRECAST 474 401685 985 1213J 1442 cm 1645 IT—O'(1447 PRECAST 454 367. 619 886 1093 1299 1506 13'-1'(1607 PRECAST 402 m 308 516 a 736 906 1016 PRECAST 368 285 475 677 832 989 A14714'-0'(168') 17'-4'(2087 PRECAST 253 208 338 476 585 693 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED FEW SEE GENERAL NOTE NO. 4 j1:: 1`• CRAIG PARRINO S R GA•` 6324 CR $79o`,r ONA ;;.•` SEFFMERFL 33584 FL. P.E. UC• NO.447s fRoDUCfI0ms sm VIMIM O.y` -p G3.p7 CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD T. 1`4 WL. D6Vp-14 1 OliMll m jow mu I ]COIL• Ku SAFE GRAVITY LOADS FOR 12" PRECAST U -LINTELS 01141"8 SAFE LOADSAFELOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 1208 me -IS tIIQ-28 t7f16-28 t2i70 2e t7Ra76 tII2e-26 12F72-29 Y-6' (427 PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0' (487 PRECAST 2923 4232 5838 7619 9352 11050 12755 14438 4'-6' (547 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(707 PRECAST 1612 2320 3218 5234 8487 11060 12755 14432b 6'-6- (787 PRECAST 1383 IS66 2879 4196 6421 10032 12755 144 7'-6- (907 PRECAST 1138 1628 2131 3218 4878 6756 9763 13524, 9'-4' (1127 PRECAST 795 1216 1535 2230 3083 4167 5593 755 10'-6'(1267 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4'(1367 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(1447 PRECAST 456 878 1073 1513 2020 2617 3333 420 IS -4'(1607 PRECAST 359 767 926 1294 1709 2186 2743 3409 14'-0'(1687 PRECAST 321 720 865 1204 1584 2017 2451 3108 17'-4'(2087 PRECAST N.R 451 831 881 1141 1428 1750 21 19'-4'(2327 PRECAST NR 343 477 700 925 1152 1360 1609 ADS - 11,1 e C/1 SAFE LOAD LENGTH TYPE 12US 12FO RCMU S-6- (427 PRECAST 1295 4841 393 4'-0- (467 PRECAST 1295 4841 299 4'-6' (547 PRECAST 1049 3922 2417 5'-10'(707 PRECAST 681 155 6'-8' (787 PRECAST 579 123 7-6' (907 PRECAST 474 E1771 9149'-4' 1127 PRECAST 355 5' 10'-6'(1267 PRECAST 306 45409 I1'-4-(1367 PRECAST 278 1041 3 12'-0-(1447 PRECAST 260 971 1 34 13'-4-(1607 PRECAST 229 857 278 14'-0'(1687 PRECAST 216 809 251 17'-4'(2087 PRESTRESSED N.R. 16 19'-4'(2327 PRESTRESSED N.R. 534 130 IN) Nw Nwum p PAR4NOQSa 144E nxwu 1 wwwa FM JGG VVYJvr, nV1C 10 41710E 40 11170 IWE0 R&R $9 CDVX Wit ML 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U -LINTELS SAFE LATERAL LOADS FOR 12' PRECAST w/ T RECESS DOOR U4Ji 4CAST-4011" ts1<vo utero SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12806 IN$-2812RF10- MIMI W11 -211U1671- 18626 121630- 4'-4' (527 PRECAST 2538 2942 5466 7584 9640 11669 13679 15679 4'-6' (547 PRECAST 2319 2740 5466 7584 8640 11669 13679 15679 5'-8- (687 PRECAST 1347 1641 3555 6395 9640 11669 13679 1567 5'-10'(707 PRECAST 1259 1758 3361 5954 9358 11669 13679 1567 6'-8' (807 PRECAST 924 1430 2633 4415 6864 103 1257 1480Q 7'-6- (907 PRECAST 703 1203 2157 3494 5259 7922 9623 1132 9'-8' (1167 PRECAST 389 843 1451 2157 3203 442114 5417 6360 U) OE NIOt1LR N MW M66 ME PWWT REOU M6 MR MM 40 1110 AMCD RIWL SEE MMMk NOTE N0. 4 LENGTH ts1<vo utero 4'-4- (52-) PRECAST 1295 3692 2583, 4'-6', (547 PRECAST 1213 3458 2417 5'-8' (667 PRECAST 784 2236 165 5'-10'(707 PRECAST 747 2129 155 6--6' (607 PRECAST 602 1716 117 7'-8' (907 PRECAST 504 1438 914 T-8' (116') PRECAST 1 355 11011.1,529." SAFE UPLIFT LOADS FOR 12' PRECAST U -LINTELS C}AI W40i SSE SAFE LOAD - POUNDS PER LINEAR OT LENGTH TYPE IIIS-21 12FI2-2111fl6-2112120-2111424-II 188 -2117f32 -2T S-6' (427 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (481 PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (547 PRECAST 2113 3291 4310 328 6347 7365 8384 10'(707 PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (767 PRECAST 1444 226 2972 tq 3675 4378 5081 5784 T-6' (907 PRECAST 1261 1767 25Mj 3194,j 3806 4417 5028 9'-4- (1127 PRECAST 1028 j 1171.. 2006 2590 W. 3583 4079 10'-6'(1267 PRECAST 920 j 947 1612 MIJ 2764 3209 3653 11'-4'(1367 PRECAST 858 a 82904 1404 1982,4 2441 2902 3364 12'-0'(1447 PRECAST 811 753 12690 17aW 220IJ 26163032 13'-4'(160') PRECAST 678 633 1057 1485 1626 2169 2513 14'-0-(1687 PRECAST 622 586 974 1365 1679 1993 2309 W-4'(2087 PRECAST 434 427 695 c 964 1182 1402 1623 19'-4'(2327 PRECAST 356 370 593 817 1002 1187 1372 N) UE N4AWM IN P/1E)1OM NR MWIT IEACM MR CRUL 40 FBI) AM REDA SEL GDVA NDE 1m 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U.LINTELS W"*"- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 1286-21 wo-21171614- M-21 122122.2 III626 IM3041 4'-4' (527 PRECAST 1626 2685 3746 4806 5667 1 6928 7959 4'-6' (547 PRECAST 1558 2562 3602 4623 5643 6664 7664 5'-8' (687 PRECAST 1210 2042 2850 36% 4466 5273 6081 5'-10'(70') PRECAST 1173 1984 2769 3553 4338 5123 5906 807 PRECAST 1020 1538 2426 3114 3602 4469 S177F6'-8' 7'-6' (907 PRECAST 904 1226 216 2776 3390 4003 4617 49;;S' (118') PRECAST 7039 771 1472A 2181,j 2663J 3145 3628 Gtr,.• ENS Yf 11 447 T E F 1I• r nunnuu •1v. r4nw aws.wna 1vr Am 111811 SEE CWA NOTE 140. 4 ffimcravisuo IN eaeNraR na140a Rb1Wa O ,) Aeoep ns My `-a o 03 CRAIG PARRINO+ mDa11 0)8 O VOM CR S79 V1v WRIGA.a 3.1.,9L uet a SEE GENERAL NOTES - SHEET 1 OF 3 4. 4444 FL.P.E.ti1C.T80.449% 11101 firl BAT Elm,, ouIJAI ` eu . —CAST—CRETE 411, 64s & 12" LINTEL SAFE LOAD TABLES144ENUIC ICFIGINFRAL REVISION F t1E R11G otsm7 14 tK41N m ouR waw Sc4u, L7S Wis 1 14 OS CNCCRO ND ARID tam% M - 810. M0. 074 OWf.Yc;I¢ U44E aar i Of S M IAM I•DADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Tnc. 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" 81nch high Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FDS, titled "Cast -Crete 8" Lintel. Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Pan: ino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively ag'ecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by Hglmy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMI•DADECOUNTY Explration Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig. Parrino, P. E, dated 06/07196, revision #1 dated 11/08/96, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P. E., dated 06107/97, revision 44 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS -529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07/30/97, signed and sealed by Christopher A. Haman, P.E. C.• CALCULATIONS 1. Calculations for Cast -Crete 8 -inch Lintels, dated 06/06/96, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8 -inch Lintels, dated 11/11196,- 45 pages, prepared by Craig Parrino, P. R, signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Cert fed Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06120/95 for pre stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6. Mill Certij?ed 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 95 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 45 rebar by Birmingham Steel Corp. I &, ell y A. Makar, P.L., M.S. Produc ontrol Scction 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 #5 rebar by Birmingham Steel Corp. 12. Quality Control Manualfor Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing I& FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of], 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 ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 3040413, 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. Y). wze_ IGMij A. Maker, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast-Crcte USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1106-0222.01 A. DRAWINGS 1. Drawing No. FD8, tilled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 02/20/2006, 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 L By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. 01 Hgfn6 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofPermitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. 'OTHER 1. Letter from Cast -Crete Corporation, dated 02/03/2012, 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. Lester 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. ffetWA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05121/2017 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. P. 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., certWng compliance with the Florida Building Code, 2014 Edition. t. _' / wzz' e: : —_ 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 IZT_4mler a HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS y, x PRODUCT RLNMV) 0 oom0ft 1,ilA DIC F1crW. 61N7dI0e code • • _ TYPE 'A" STIRRUPS Y 7/32'0 6AR I STIRRUPS 6 1 4 - 8 LINTELS WHO "JA 8" PRECAST W/ 2" RECESS DOOR U—LINTEL DATA TABLE OF 7 M MOFIIRTART WOU ATION 0 MWMN FOR FROOVCT ArM07A1- 11 0 MOWN n CV111CHT U71e Alm CANNOT 1t W W = CIA m7II MED HHNRVF 199 "m TOO"(" coM3tNt or WF -cwt VSA IMG 1. KWOKI G WIL• 7/A IAR A31N AI1ee$ N. N. AND 01 6ERA OUX RO ASN A91% 7/I$ INCH OIAMcia ima IORd1Mumm FRSN[SNW SMNAO ASID lNa t. coewc stmom1m, r. -1000 r31 FOR v N6F9m19 Udm13 h - S000 RI FOt ALL NECAST I OH21 WIGS. 1 Omit FRESmm FOC% - 0.70 N fo . 4 STAININC_Vjg"Im NEfIK3TRO NOTE, IME TOTAL OW EN OF SVMWS 6EwaO 0 0004410 eTMIM00 FRO1 EACH 10 or THE IDWe= R CARD FOI CULLOM HO. of Sl[RON - I. TH01 TI[ KINEOKON CAR MUM SHM E /111RON FROM EACH 016 a RA FOUMS OF P%V1gVfUW IIRA3 KA W.T6 Of C0WA Holy K OKo W LOW O FKSV[a1R &M RIOOROW CAK TO 1ESST unm9 AND NANONm rmm G. ENS , : J I`1 CRAG PARWHO OM CR 579 y Rt 51 5 IID Gain" N -e O. LU 642 OLlmm 01.17 WU 1 OF 3 2- A O s- 9 ISN 0.140 367 6A6 1-3 32 IS- 17 - 0.139 931 7 32 eAr -3 732 17 -i 1 O 3 -6 0.1 713 1 -3 21'-4' 0.194 767 7 32 _3 7/32 OAR 21'-Y a O 3'-6 3/s• 10 22'-O• om 61t 7 3 7/4 6M 21'-10• e • 3'-t0 3/1 10 1s 2i'-0- 0.210 663 32 BNt 1 7/32 6AR 23'-10.6 0 V-3 I/r 10Is -o 8" PRECAST W/ 2" RECESS DOOR U—LINTEL DATA TABLE OF 7 M MOFIIRTART WOU ATION 0 MWMN FOR FROOVCT ArM07A1- 11 0 MOWN n CV111CHT U71e Alm CANNOT 1t W W = CIA m7II MED HHNRVF 199 "m TOO"(" coM3tNt or WF -cwt VSA IMG 1. KWOKI G WIL• 7/A IAR A31N AI1ee$ N. N. AND 01 6ERA OUX RO ASN A91% 7/I$ INCH OIAMcia ima IORd1Mumm FRSN[SNW SMNAO ASID lNa t. coewc stmom1m, r. -1000 r31 FOR v N6F9m19 Udm13 h - S000 RI FOt ALL NECAST I OH21 WIGS. 1 Omit FRESmm FOC% - 0.70 N fo . 4 STAININC_Vjg"Im NEfIK3TRO NOTE, IME TOTAL OW EN OF SVMWS 6EwaO 0 0004410 eTMIM00 FRO1 EACH 10 or THE IDWe= R CARD FOI CULLOM HO. of Sl[RON - I. TH01 TI[ KINEOKON CAR MUM SHM E /111RON FROM EACH 016 a RA FOUMS OF P%V1gVfUW IIRA3 KA W.T6 Of C0WA Holy K OKo W LOW O FKSV[a1R &M RIOOROW CAK TO 1ESST unm9 AND NANONm rmm G. ENS , : J I`1 CRAG PARWHO OM CR 579 y PnOM=11CV19i17 tlTflulldliss 1Ne 9'1441 a3 FIDIIdJcoda003.OZAxllN. Zel R Q GC J` SEFRFAFL33564 FL. P.E. LIC. NO.4e756 CAST -CRETE 8" LINTEL FABRICATION DETAILS CMI -j4 I Iwo m TWO PAM rl. - JIM m 44PA WM 501 m XU 1A$ I aN77m ft OW FAS01% 1% - IEC ft 44M OLlmm 01.17 WU 1 OF 3 19 SAFE GRAVITY LOADS FOR 6" PRECAST & PRESTRESSED U -LINTELS m 0o1:r6aT ourgTvvacri LOADS FOR a 40-1 fsm' SAFE LOAD PLFSAFELOAD - POUNDS PER UNEAR FOOT TYPE 8U8 en -0e 6FT2-6e 0'16-011 W2040 1124-M "-w AF32-w LENGTH 1598 ue-le eFl2 Is 510-18 SM -16 04-16 6170-1e eFu-le 3'-6' (427 PRECAST 22313589 3 019 3710 460 5163 8113 6637 7547 Imo U74 um 10314 1001 11609 0' (467 PRECAST 1966 7551 ml 3820 460 5861 7016 807 490 7-6' (907 PRECAST 203 450 113 7547 1974 10394 11169 1'-8' (517 PRECAST 1599 110 2110 7931 3733 676 5400 4 244 402 2189 4373 6113 7547o, 072 10584 II999 5'-4' (647 PRECAST 1217 Isla 1663 1438 3600 19" 570 2R0 7547 3113 7342 306 733 4249 1012 5'-10•(70' PRECAST 1062 1163 1451 1173 26n 1631 430 tom 7181 25458 m 3009 7181 sr70 026 19'-6• (767 PREM 9D8 1me 1231 2177 2177 300 360 3131 5161 3701 also 4363 Is" sal am T-6' (907 PRECAST 743 1011 1011 Ira 1729 m 2661 uQ3 706 209 601 3191 8,167 3605 6472 9'-4' (1127 PRECAST 554 619 llso 1625 2564 34N 2510 3302 2658 771 1247 ISIS 2554 3116 470 6710 10'-6•(1267 PRECAST 475 9'-4' (I al PRECAST an 1247 2097 2777 2163 2371 25WOq 243 Im2 Ism 2097 2761 0774 4751 I1'-{•(1367 PRECAST 362 Nt 562 96 145 1366 1366 1{19 1611 2423 2423 A27 3127 4096 4006 IT -0'(1447 PRECAST 331 540 xo 173 873 1254 1256 1684 104 2193 2193 2695 203 3002 MU 13'-{'(160') PRECAST 296 471 471 M 756 Ion 1075 1425 1428 Ilse 1631 2310 2316 203 2161 14'-0'(1667 PRECAST 279 414 W 704 758 loot loot 1378 1776 IM 1247 2127 la 200 2610 14'-8'(I16r) PRESTRESSED NJL NA 4se 246 763 NR U70 Nt 102 MI W3 NO 7317 M V12 PRESTRESSED NJL 412 M 710 NR 1250 M 1733 15 208 M 232D N0. 2513 17'-4'(2067 PRESTRESSED N.R. OR sm OR s4e OR 950 OR 1333 OR 1624 OR 1649 M 2047 19'-4'(2327 PRESTRESSED N.R. M NR OR OR 0 N0. M 410 235 429 750 toil Im 1515 Ills z l'-4' (0197 PRESTRESSED N R HI OR M OR M M 313 4w 110 sa 60 e4s 7114 Ilse 140 22'-O' (2647 PRE5IRESSED N.R. M 163 M 315 101 m Ni TM let 1047 NR I= IOt 1701 24-0(2687 PRESTRESSED 636 M 1258 M 2, M 330 M 634 M 1 04 OR 1 1092 OR IM g) THE NUMBERS 1N PARORNESIS ARE PERCENT REDUCTIONS FOR CRADE 40 SELO ADDED REM SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. SHEET 3 OF 3 o9 SAFE UPLIFT LOADS FOR 6" PRECAST & PRESTRESSED UIJNTtLS CAs ilna' SAFE LOAD PLF LENGTH TYPE BUB BFB RCAU X-6' (427' PRECAST 1025 1024 1598 4'-0- (467 PRECAST 765 763 1309 4'-6' •(547 PRECAST 592 591 1073 5-4' (64') PRO,AST 411 411 745 51-10•(707 PRECAST 340 339 616 6'-6• (761 PRECAST 507 721 490 7-6' (907 PRECAST 424 534 363 9'-4' (1127 PRECAST 326 • 512 230 10'-6"(1267 PRECAST 264 401 180 111-4-(1361 PRECAST 260 452 154 12'-0•(1447 PRECAST 244 402 137 1S-4'(1607 PRECAST 217 324 110 14'-0•(1687 PRECAST 205 293 100 14'-B'(1761PRESTRESSED N.R. 284 91 IS' -4'(1847 PRESTRESSED N.R. 259 83 17'-4'(2087 PRESIRESSEO N.R. 194r42 3101 10-4•(2327 PRESTRESSED N.R. 148 9n 21'-4'(2567PRESTRESU N.R. 12522-0(264) 3107 PRESTRESSED N.R 11621'-0'(2887 635 PRESTRESSED N.R 91 SAFE UPLIFT LOADS FOR 6" PRECAST & PRESTRESSED UIJNTtLS CAs ilna' SAFE LOAD - POUNDS PER LINEAR FOOT TYPEe1s-11 d12-17 ln6-1t mo -1f 6R1 -t7 916-11 eFJ2-li LENGTH 61!-21 eF12-21 9Fu-21 !fro -2T I UN -21 Ina -111932-21' 3 -6' (127 PRECAST 150 Mss 4 43% 5263 6132 7601 I= 2665 3574 4394 263 6132 7001 4'-0• (467 PRECAST 130 2305 Som ills 4870 5325 6079 1363 2395 mia 3815 670 5775 6079 4'-6' (547 PRECAST 1207 2040 2707 3375 4043 4711 5379 1207 2940 2707 3373 4043 4711 sits 5-4' (647 PRECAST 1016 1018 171 1715 2216 2278 2636 f638 IM 3359 3961 3961 4312 4522 5'- 10'(701 PRECAST m I567 Tsai 3101 3620 4133 9n 1557 2010 2593 3107 3630 4133 e -s• h67 PRECAST 635 14 133 2329 3231 3777 633 1407 Ills U29 am 3251 702 r -b• (907 P1IEGIST 717 1045 1624 zan 2658 3775 7A 1224 1624 2023 2426 3627 3776 9'-4' (I al PRECAST 581 708 1133 1474 Ills 21st 25WOq 591 02 1378 1958 1969 0774 2619 10'-6'(128') PRECAST 33D 573 916 AIN 1411 173 2011 30 695 Alm 140 1763 205$ 2346 11'-4•(1367 PRECAST 414 SN 800 1637 1274 ISI 1733 494 637 1042 1312 166 lots 2167 12'-0'(1447 PRECAST 470 450 124 519 It IJ19 195 470 sm 140 1302 150%lel 2015 13'-4'(1607 PRECAST 418 3aS m7 763 014 1117 1623 426. 463 763 1159 1416 1 1633 1{'-0'(1687 PREiJ451 334 NO 50 724 e0 1054 1270 410 583 717 1063 1358 1582 107 14'-8"(1767 PRESTRESSED 246 534 395 sm w sn no W Isos ole 1518 ILII bi 4716 15'-4'(1647 PRESTRESSED 221 313 4w 27 719 911 104 w 3" 616 Ia 121 140 1668 17'-4•(2087 PRESTRESSED 10 267 463 ul 636 771 en 193 358 558 740 1 701 1473 19'-4'(2327 PRESTRESSED 119 221 348 458 547 647 747 IN w 429 623 541 Im9 Tm 21'-4'(2561 PRESTRESSED 11z 258 sot 393 463 563 655 142 232 377 su 227 US 1145 22'-O'(2641 PRESTRESSED IU 197 2!S 379 462 511 04 431 473 ase U Ode els 995 24'-0' (286 PRESTRESSED 124 111 267 342 416 492 567 158 2m 319 455 m ftd 777 an SEE GENERAL NOTE 240. 18 ON SHEET 3 OF 3. U) I' E NoF76ft CaWdio, eNIIdo A p4Gft4 N. ey ' ePOae -OZ 037 Q:1 Mi4.1i p 7' p D rd ry IHESIS ARE PERCENT REDACTIONS FOR GRADE 40 N •. E GENERAL 90TE NO. 4 ON SHEET 3 OF 3. CE P'toDua / '" OpI Fwfik". sall0 ® _ o.re4fclot. »r7eNa. addhi 9197• 4a0oe aw : 0 7. TEQFlN CR sr324CR s79 AE pr SF.FFNER. R 37504 a an6aY' — lS 4• FL P.E. LIC. 240.44758 1Fuug1N ST—CRETE 8" LINTEL FABRICATION DETAILS 7 33 58190 In QW WON FL - 970 677 447» WAM 0T 10 3012 fm 5870110 n. ISM FARM M - IM M WS6 I 0JAW 4 III, T/1 UM 217 3 9 SAFE GRAVITY LOADS FOR r PRECAST w/ 2" RECESS DOOR U -LINTELS CA37 Rd1M SAFE LOAD PLFSAFELOAD - POUNDS PER LINEAR FOOT TYPE 4RP4-aaalo-01 eat4 e1Tu-ae 4'-6- (541 PRECAST ePa7$-0e evJo-615 LENGTH RUG 040 6-18 11 -t rile I ora- avls le al orate 4'-/' (527 PRECAST 1615 17497x0 382 381 4310 421 6W 7567 464 7'-6' (901 PRECAST ANI7040 674 363 4631 0066 9463 10633 4'-8- (541 PRECAST I{94 159$912 2111 307 3968 4944 5924 GM 12 1797 1753520$ f2_4 3302 6539 0060 471 lam 5-6' (681 PRECAST 866 0201714 W1 3111 7277 2139 3402 3966 2252 2773 11474517 2799 63111 606 7117 lJII 5'-10'(707 PRECAST 810 15511600 6-8- (807 PRECAST S7o 7124 2649 3174 37W m 3.M9 11134242 570 180 6631 1900 7402 67040 6 -8' (8D7 PRECAST 797 9013120 74: 1361 - 5016 7747 9448 730 501 001 1525 3170 016 7113 1470 tae 7'-6- (907 PRECAST 66973511106339 15% 57Q5x23755 195 0 1072 1]63 1490 2469 3716 0140 0990 9'-0- (1161 PRECAST 199 158 JIL 4091 3114 526 99 1558 3t2D 4150 091 j) THE MIYSERS N PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE 630. 4 GENERAL NOTES 9 Ta 6• prated Add - 4000 pt f. lrattnaN Oda! - OM p1 Ce ,We - 3000 lot n -i1— 3 W ryta 10 m e—bis .ab g11Q !s d0 dps ssinr 4013 re emaprmte 1900 pl RM Aar 13361 /A" t W as-*v MmrAd10 PM 11AUS 210 In ebslim 2) N W- W la 6" 6" a. Oidms. 4 bdr f.Mbd MM1w ErOdLi a 1R behsMa YASo ptam be 103 60. 3) R-dlo Y -War M M hod OI.t. 4) q.he*" ?.: sp bkdn dura 99a n6 sddfor40b. f S ra•.dm 0172 lb' •W.d01 pta4nn d 3) N oMi and or eaW V760 ddbc/y. ELWAi m Moet tdd 4M $Fa T7 -r .M bsp mats aAead- 400-0140 Uta b t< b WKIZW .reLg W PAIN* lolly Cada $son 160151 m VWSmNt e) Slee 6101 .1 .- raaipisL 1) On II relay aq be =bM&d 1« be F$ ebsa e) 1M4LIW/dbm*•d a kW and ...qtr .O w ardutWd e r amwlud dem.Is6a p ctdA*q Os amI Ratio"eeoetl~mdld tm4 0.a Iban laa at rWWl. 10)913-Ad%W 11) Idbe Edd .del nba b k bele{ d W W4.0 41 IM (4061 amcv. SAFE LITERAL LOADS FOR A' 021:ces7-d 2- RPrrac nnno w Film it C4,,„• SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 RCMU 4'-4' (S21 PRECAST 758 757 1164 4'-6- (541 PRECAST 694 693 1073 5'-8' (681 PRECAST 408 407 655 5'-10'(707 PRECAST 382 381 616 6'-8' (807 PRECAST 595 788 464 7'-6' (901 PRECAST 509 674 363 9'-8' (1161 PRECAST 370 490 214 SEE GENERA. NOTE 18 17) Uafakeraatl ar- d .iacedy « p 6/t• w aalme d o. 40.6 b -om.eNr 13) fY adds odea d "A WAYN b adder aroma mown lob ded lo- oa.Gq M a." apec-4 W u.W.- -$b Aiie C-06 or AV apee'M aa0y, 14) Babb bald -0 uo:y ale ..teed aO « qeq w e.mtdf hda d"dd b d.ebr t. dla a 7a.et$ .Ie 640 lalaebq gzl6aa Ap W row W+ Was wbwd d W W s 113We 'celled Ua I W bad 13) far ••-q•e+ odd bop b .d m -m ua sats bed (mer act beat bigm aaaat 16) fr WA 1•qm • 1 mlo4 ut lots W Into AW brq-d ltO mot, 17) S.b b.da am • wlmptad da-dIt baa. 10) Sale bet, 6-4 m efasl duly •uttb pr AR 110 W M Al 19) AddiaM bled W u1p-dl/ am lo .tA:lo! b radan.r y pddaq .ddEe.d aidana/ 404001406 aaasq .4021 QgIIQ a*aa Ue idd. Sm a1mW tlne SAFE UPLIFT LOADS FOR S" PRECAST w/ 2" RECESS DOOR U -LINTELS wr-C44a111 SAFE LOAD - POUNDS PER LINEAR FOOT TYPE aF6-Ir Bata -1 01'14-1 4011110-1 eetttalt eRT2e-1 evm-11 LENGTH 40400-2' awo-21 aa14-216111Ft6- W72-: OMM-2 W.30-21 521 PRECAST 906 1$68 2340 4050 3751 1115 5140 161 I$® 230 7036 3131 4445 3140 4'-6' (541 PRECAST 061 1640 2272 293! 301 4275 410 KIQDRrmv NOW 052 104 W2 2111 307 Ons 4943 T-8- (887 PRECAST 673 12 1797 2321 M4 3302 3911 875 128 1797 2326 2854 W1 3111 5'-10-(707 PRECAST 885 5707 1741 2252 2773 3704 2799 BSS 1213 1746 2259 277J 320 2799 6-8- (807 PRECAST S7o 929 1530 19400 2429 m 3.M9 570 180 1530 1900 2429 MO 3329 r-6- (90) PRECAST 508 74: 1361 - 17650 21 Z567P 298 501 1 M 1364 IM 2108 2567 2166 9'-8- (1161 PRECAST 463 1104 1222 ISO 15% 210 195 0 1072 1]63 1701 2014 WI U) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REPR SEE GENERAL NOTE NO. 4 EiLH HEE BF12 BES TYPE DESIGNATION f -mo m1Lamm/a-W= 6d*007 N p101$10 ATF1011016eWILCae 8F16-1B/IT 00R9µilmi J Lwum ar s IImaBL 19m0 P3{I Ar I$ ROW N for 1-1/t• QW i SEE SATE IANAL LOAD IASLES FOR LOAD WINDADOMONAL Z $ d•.: RWF EACH M CYU (RCL1 FULL COURSE PROOIACTREVWED I CLR TM./• _ \,Q) J5 RW e, Frim Abe PWlide r OR40 or OR0 A-PWaw 0 HN CRAIDPWMO 6724 CR 579 a. SEFFNK R. 53584 PIUIWCTIdEVLSIIU A d hl-$ trial Oce IWvfN AterlObna.IN Aq e? 4Z17gkrb*baa ft - c F2+.' / 6a ntb I.SGT:f ter• falu iT7t IDYA:rY f'. Lr\ A.frCd[IiP;:Zii:• nIQ: tuiufy: rlairr tACi3i iirYY tneS: mYLi: .` R', 3 • DETAILS rara:rrf:iiza lr•r n. Yizrn>t lI W9[a17aa:lil;lA'/1110: 1;1AV4•Ar2 1K (1) it" 1-1/t• QW i CALL Y' i • 4001 ow Ar mmd$ MO. WAR' 37-9 KIQDRrmv NOW RN MORS) CRAIDPWMO 6724 CR 579 a. SEFFNK R. 53584 PIUIWCTIdEVLSIIU A d hl-$ trial Oce IWvfN AterlObna.IN Aq e? 4Z17gkrb*baa ft - c F2+.' / 6a ntb I.SGT:f ter• falu iT7t IDYA:rY f'. Lr\ A.frCd[IiP;:Zii:• nIQ: tuiufy: rlairr tACi3i iirYY tneS: mYLi: .` R', 3 • DETAILS rara:rrf:iiza lr•r n. Yizrn>t lI W9[a17aa:lil;lA'/1110: 1;1AV4•Ar2 MIAM 1•DADE MIAN11-DARE COUNTY lK llli PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SSV 26 Street, Room 208 BOARD AND CODE ADMrNISTRATION DIVISION Miami, Florida 33175-2474 T(786)315.2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamldnde.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 (Iii 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 perforin in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4'1,611 & 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 Parritro, P.E., dated March 24, 2003 and Drawing No. LT4612, tilled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 throttgb 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 Pan•ino, P.E., on August 19, 2014, all beating the Miami -Dade County Product Control Revision staurip 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. TERIVIINATION 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, theft it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by tlte'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, Y.E., M.S. NOA No. 14-0903.03 MIAMFDADECOUNTY 1 ='`J"~" Expiration Date: 09/11/2018 Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and PrestressedLintel Details'; sheet 1 of 1, prepared by Craig Parrino, P.E., elated Afar•ch 24, 2003 and Drawing Aro. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared bl, Craig Parrino, P.E., dated March 24, 2003, last revision #1 dared April 28, 2003 both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report onflexural testing on 4", 6" & 12" Precast Concrete Lnrtels Filled acrd Urifilled Models, local of (13) concrete lintel specimens, per ASTMS -529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and seeded by Christopher A. Banton, P. E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed by Cralq Parrino, P.E. 2, Calculations for Cast -Crete lintels, dated 05129103, 140 pages, prepared by Craig Parrino. P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTII+ICATION: 1. Quality System Martial for Cast -Crete Machine Made Precast Lintels revised an r11av 1, 2002. 2. Cast -Crete Quadlty System Manual./or Preslmsed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Di -ming No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated dlareh 24, 2003 and Drmwing Aro. LT4612, titled Cast-Crele 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared bl+ Craig Parrino, P.E., dated March 24, 2003, last revision dated Afm ch 11, 2003. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Hiaml-Dade Coturt>> Building Code Compliance Ogce. E. MATERIAL CERTII+ICATIONS 1. Alone. Hip A. Maltar, P.E., M.S. Product Control Unit SuperAsor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL if 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details" sheet I of 1, prepared by Craig Par•rino, P.E., dated March 2.1, 2003 and Drawing Aro. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Srr/e Load Tables", sheets l through 3 q0, prepared by Craig Par•rino, P.E., dated March 24, 2003, last revision dated March 1l, 2008, all signed and sealed by Craig Parrino, P.E., o r March 22, 2012. B. TESTS I. Norte. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. By Miami -Dade Cor uy Department of Permitting. Environment, and Regulato y.4ffairs. E. MATERIAL CERTIFICATIONS 1. Noire, F. OTHER 1. Letter front Cast -Crete Corporation, dated February 03, 2012, signed and seated by Craig Parrino, P.E., certifying compliance with the Florida Building Coda, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1, Alone. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Noire. folf&y'A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2011 E-2 Gast -Crete USA, Lie. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing 1Vo. FD4612, titled "Precast and Prestressed Lintel Details ", sheet 1 of 1, prepared by Craig Parrino, AE., dated Adarch 24, 2003 and Drawing Aro. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables'; sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealer! by Craig Pan-ino, P.E., nn August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast-Crele Lintels, dated 081191201.1, pages 14.201 through 14.236, prepared by Craig P(urino, P.E., signed arrd sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miand-Dade Corm), Department of Regulerim), mid Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi-om Cast -Crete USA, h7c., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel . Mahar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiratlon Date: 09/11/2018 Approval Date: 10/09/2014 E-3 r r. A__ r. vc srutsva vaRv m evn i r L tl j a r .r r. MUIR R`i tii Lr'7 r wlai C1 1}lii 4' i Iv[ 2® d!tl r2L:.lOm vl l lt3 Lnao LiGI'a tits13CEMKOx1•' •t(] ttiQ•i IGlfalL''L iiirkfT. es:a[MAMBvs:i'J Cl¢lt•LiaUJUMMUf.trrL 46 Yrli1T1-: r'If3i g -R --a i Sc-yrFl:les:aR1u-,,jp ar.nuruL^9ermvmegra intra] aofn ,... - EiC l lltu':rll i m•Ivi.:s ta rRttla ©r tum rr r ii;. Q c r o Codr a rnurizum riui rrtn o 3i lE+•.;i"a•y rrrn LIS;!rrit'd OC ftlrrKilnrklfil"F oaRfJ[x•a+,.>.riu.'_]Cr•ru:1'zgra olmdrx"K w"', mc[t r ocyo h' 1 a rJ!ili."• i':1 6 rat v®rano o"malariuir n¢itaveai r vno ate®[IIarilIIErtDCJ mCS1113l7•ru:af oma=ariui::um•mo•crs mci•oaso I, I i r,.IQGI• r2L, E[D"GCaO f11Q"irVil a:`1 r'aiLJmLiMU,9X:9EC2. va <<I rr,.; r: rmm rs-r••rnreuis.,ra n.-srnrte vn fidSi rS:(\ffT[iL 'L^J rdf nlS7?f7ria att! rr,•yr•sirr• 1:C; rt*rtsri.rtu_rar n.rmraMr oWo r„ i651filY IL1 r,:aeeu:r ru r,vcr T*_I r avrm•r7r1L3ra rtuS;rgM rrxvrrsnr'rus rrgrvr rraarr Eir:Si it7C111'7a11 CFiJ®F1c'TI'rl['JL ta rnein'n•rri.ria:_rtxrvm'rs:ar o R'rir*TYMlF [iL'S lre rel.ts::irzavrr.7ta omaocrr aur_n o vef r r c o , ery CCye ¢raa,i aaauarurr ruc veiur . ocr [a • .• nmurr'1EIF7[iLLI rFgmFTT(— 0 d f!ffS7677riLi=JiL1Cl•rli1L"!Q'iC]iOC1 << ccryrrlcr rt:7i•iimrv.v crr ri+a rrn a r_•CwmwTl n rn r.r mrary n rnirnvrv.v Wnmm 6324 C. r: rs r slu[li ffryria i :iocro®®metir reu r r o FL 335s4 FLKELIC.,,jr r r+ I I DETAILS-.: a i ST- RETE GENERAL NOTES Q 1dMceblc cc 1•UW ..1000 pd cc 1r t : mcenb amen2 •af6 "w,der CM uN IIYYOII IRl aw e•nMr•e w W 1900 psMerpaA9NIts160 enarter /•r Af1Y Qi0 OP4 Y r 5 2) AN see bed War IWd a miakarn 4 Ade .mild b"em Lam Sale badAd INS W4 12RAebeitemM20fNWeb, IY 0 1, tm um / 1/2 tilos 3) H.Ak hA mdw bad ad lad Neta 4) The eb.•er itparmlhab bei9Yee a% penctr2 re*400 tar oe4• 40 rkm adfrd oar. aEt9fI/ No l "4edim 4 14U (Ji) 1226 011fLIM s) a rile. n.d r ..red 519 albafir. , f ao Iraakmw . Un Is qbA NMI*.. 1601t m q*db 6) Shm old kkb a eeAi4a6 T) 4' wb Ideb b b• iSl" ./ 4.4nmb Edl.edd one a'&MeaW .00941 0d/ / maemd 'mid ".* a, Ue aWakvd f) TM dd6nr amp acaboh canem6-OW bode Arm ow ate bad toric by adaddipee eto••®aoa M*U g m0e:mI and dew Y 4•a.e2 um IN 10) KL . 161 •deaf 11) 6dbm feet odM rdor b be basW of the Waf of Ih• Wd mob. TYPF 0MGMARION r. em .y •b0 /. - 0aco 1 mw oiriin m0r° 12 16-28/2T m+9J J L ere 217" a in , Lal IY Itl61 p)son= m410 a 1'i44. c.a YL t4mt0 mem 6' la•/ lOm®ml6- um Ir NW94L mom 1* r 1 1r Udeb m memdaeWd die s ILP leap .dd= ot 04 Mdl b atra.edeb called cd r.bdrao .•d oaH U) The a101r Mice, ofk&b www a owerc mw "Mmo .ab Yd tore o t t1 a.tm eppid 1. am,*..2h #= 6616 er ev- a p -W -A* 14) Welt bled ienA•muaf{ •2h ca6ed•v.6j !f VU10 m1 l. aM4wld ( InaaO bob be d dW ler the ee•W. YKM •96 Yt !•OMM gyG2 Apow .,kobee + Aptd MrLWbl 6d S IA sdo ..died bee so* hmbeebl bw 15) r =MFWl. will "bb ad Yom w eek bd ham and b0 hdo eheem 16) w fmW W11h rot *a.a Vs, ode tad lean and loped Wo chaos 11) safe bads — s- I , abw14 bda. 11) SYe bee, bud .. x5xW dc* aM/.b pa AO SM aid AO 31L 19 AdeGml Ytml bad h Wien !y -h bd" e inlemed eee0.6 mgaaj wL (IOW) dwa Ih Gbl SerI hilae dAiwl SEE SAFE LATERAL LOAD GRAVITY TABLES FOR LOAD RATING FOR EACII AOOBIOM LY :•t_; `• REPIFOIAO CMU (RCYU) 959 FULL COURSE r. 5'-10'(701 PRECAST 1) 15 REMAR MR G' WW 1n, ax Tvp i 12) +5 RMAR FOR 12• LWTELS 260 CR/0 or GR60 SAFE LOADS FOR 4" SOLID LINTELS Cs s Rrn GRAVITY TYPE LENGTH 4S8 Y-6' (421 PRECAST 1180 4'-0- (487 PRECAST 959 4'-6- (541 PRECAST 789 5'-10'(701 PRECAST 460 6'-6' (781 PRECAST 360 7'-r (901 PRECAST 260 9'-4' (112' PRECAST 156 10'-6'(1261 PRECAST 116 12US C-CRrn UPLIFT LATERAL LENGTH TYPE 4S8 4S8 S -r (421 PRECAST 687 371 4'-0- (481 PRECAST 597 320 4'-6' (541 PRECAST 529 258 5'-10'(70') PRECAST 407 148 6'-r (781 PRECAST 366 118 7'-6' (901 PRECAST 280 87 9'-4' (1127 PRECAST 187 55 10'-r(1261 PRECAST 152 43 12F8 12F12 12F16 sd7 a iia )' tet• 6U8 6F8 6F12 61`16 i. ' 0 - • 7. AY'r:1/i r.',a'.:' Ji '••'.: ice: 4S8 . ti. , • g •• • 12F28 12F24 12F20 ti a *. PRROOUCI'rolvisim 4+` ST T• 1t: tldldi fA04n0 wiN Yea FlwldaPelCLJr U' p CRAIG PAHfONG pA 0 1wmrAlf¢_e p eT i /' a•'W IIIIiW lil t c`•'• gRID . 8324 CR 579 n61 A8 61`32 61`28 61`24 61`20 . `rS ' • • • • • • G .` SEFFNER, 4ej NAl..`• FL P.E. UC. N0.44756 uaCbntrw'r alee6a of mmCAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES Ric 1M1: o9sias 14 owtN rt: MAN aww sou lu-% KM wu: 5/24/at atmtto 9r. i tale•, ft. - etc Nle 44156 MYac:lta uatc Rut 1 a s SAFE GRAVITY LOADS FOR 6" PRECAST U -LINTELS o4e"*w N SAFE LOAD PLFSAFELOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6U0 I GFe-Ie 6Fi2-te 6F16 -t MO -18 6F24-16 V26-18 32-18 3'-6' (421 PRECUT 10552676389250506118722782919357 4'-0' (481 PRECAST 344 2313 3692 5060 6146 7227 8297 9357 4'-6' (541 PRECAST d1067 1887 3633 5050 6148 7227 6297 9357 5'-10'(701 PRECAST 151 1260 2198 3557 5734 7227 8297 8225 6'-6' (761 PRECAST 949 1078 1831 I 2850 4328 6737 6297 9357 Y-6' (901 PRECUT 779 883 1459 2188 3151 4524 6654 9357 9'-4' (1121 PRECAST 584 660 1056 1523 2084 2795 3731 5017 IO' -6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 3747 I1'-4'(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(1441 PRECAST 425 477 744 1 1042 1.377 1769 2238 2806 13'-4'(1601 PRECAST 373 417 646 595 1170 1485 1852 2285 14'-0'(1681 PRECAST 351 392 605 835 1087 1J73 1703 2087 17'-4'(2081 PRECAST N.R.299 455 620 794 985 1196 1437 g) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FED ADDED REM SEE CENERAL NOTE NO. 4 SEE GENERAL. NOTES - SHEET 1 OF 3 r+.'wEOra r• SAFE LITERAL LOADS CnD A• DDrPACT rLt IMM C 44M.4Mh SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU S-6' (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6' (541 PRECAST 416 609 344 5'-10'(701 PRECAST 300 350 198 6'-6' (781 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 I1'-4-(1367 PRECAST 139 311 49 12'-0'(1447 PRECAST 131 277 44 13'-4-(1601 PRECAST 117 223 35 14'-0'(1681 PRECAST 1I1 202 32 17'-4'(2087 PRESTRESSED M.R. 130 21 SEE CENERAI NOTE 18 C' Y iS- SAFE UPLIFT LOADS FOR 6' PRECAST U -LINTELS Cjws7•eR SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE bFe-n 6F12 -n 6n6 -n 6F20 -1T 6F24-tt 6Fte-1r 6F32 -u Y-6' (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (481 PRECAST 1225 1800 2357 2913 3470 4027 4563 4'-8' (541 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 1437 1777 2117 2457 2797 Y-6- (901 PRECAST 648 863 1249 1544 a 1840 a 2135 N 2431 9'-4' (1121 PRECAST 575 57101 980 1252 1492 1732 1972 10'-6'(1261 PRECAST 514 462" 787 w 1121 133 n 1551 1766 11'-4-(1361 PRECAST 474 404" 685 985 1211 1442 1645 12'-0'(1441 PRECAST 154 3671 619 cm 888 aj 1093 1299nj 1506 an 18-4'(160') PRECAST 402 308 516 cb 736 Ij 906 tv 1076 1241 14'-0-(1681 PRECAST 368 m 285 475 677 832 989 sr PRECAST 253 208 338 476 585 693 A114517'-4'(2081 j) THE NUMBERS IN PARENTHESIS ARE PERCENT RE017CTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 4BRIbr\ CRAIGPARRINO 6324 CR 579 EFLFdadrwas4 FLS pEUC L 33W ft,o,D IRR iNrSD lAdIdfrb QMe ' Frarida APWee Nei aImimUwe Ole Mrw , M c_ CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD T. ru wort: omu-ld I oun m muw umwo I VUL. ttu PL - EG SAFE GRAVITY LOADS FOR 1T' PRECAST U -LINTELS R1se iMw SAFE LOAD PLFSAFELOAD - POUNDS PER LINEAR FOOT LENGTH TYPE Ina Ia6-29 1312 -Te IYI6-26 17/2o -Te Image Ime-26 nrn-!1 S-6' (427 PRECAST 3428 5000 5838 7619 9352 11060 12755 11138 4'-0' (487 PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (547 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 S'-10'(707 PRECAST 1612 2320 3218 5234 8487 11060 13679 443% 6'-6' (787 PRECAST 1383 1986 2679 4196 6421 10032 12574,1480Q 44 T-6' (907 PRECAST 1138 1626 2131 3218 4678 6756 9623 35 9'-4' (1127 PRECAST 795 1216 1535 2230 3083 4167 5417 552 10'-6'(1267 PRECAST 614 1043 1295 1853 2516 3323 614 632 II' -4'(1367 PRECAST 518 945 1162 1649 2216 2893 74127433U40912'-0'(1447 PRECAST 456 878 1073 1513 2020 2617 74 4206 13'-4'(1607 PRECAST 3% 767 926 1294 1709 2188 964 340914'-0'(1687 PRECAST 321 720 865 1204 1584 2017 1002 10617'-4'(2067 PRECAST N R 4510 6310 881 1141 1428 10219'-1'(2327 PRECAST fes, 343 477 700 925 1152 1609 UJ IMF f AMM w fAMMSS ARE M[itma amC1m Fait OM a FARO AODM R094t SEE MM MDR M 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U.LINTELS 4CMIT.4 mm SAFE LOAD PLF SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12M 18M6-2812@10 12814- 18016- 13122- 126f2s- 12AF30- 4'-4' (527 PRECAST 2538 2942 468 7584 9640 11669 13679 15679 4'-6' (54') PRECST 2319 2740 5458 7584 9640 11669 13679 15679 5'-8' (687 PRECAST 1347 1841 3555 6395 9640 11669 13679 156 5'-10'(707 PRECAST 1259 1758 3361 5954 9358 11669 13679 158 6'-6' (807 PRECAST 924 1430 2633 4415 6684 10354, 12574,1480Q 5028 7'-6' (907 PRECAST 703 1203 2157 3494 5259 7922 9623 1132 9'-8' (1187 PRECAST 389 13 1451 2157 3203 4427 5417 6380 to LAE MAW* a MR[am ARE mwa amxn NS Ed Clax 40 REED AM A ilt $EE amm WE P0. 4 SAFE LATERAL LOAM FeR 4f• oRFcssT IM IRTMI s C,ar.e4o,M SAFE LOAD PLF LENGTH TYPE 12U8 12FS RIMU 3'-6' (427 PRECAST 1295 4841 393 4'-0' (487 PRECAST 1295 4841 299 4'-6' (547 PRECAST 1049 3922 2417 5'-10'(707 PRECAST 681 2547 155 6'-6' (787 PRECAST 579 2167 12 7'-6' (907 PRECAST 474 17711 914, 9'-4' (1127 PRECAST 355 1326 5 10'-6'(1267 PRECAST 306 1143 45404 11'-1' (1367 PRECAST 278 1041 38 12'-0'(1447 PRECAST 260 971 34 I3'-4'(1607 PRECAST 229 857 278 14'-0'(1687 PRECAST 216 809 251 17'-4'(2067 PRESTRESSED N.R. 6 167y4 19'-4'(2327 PRESTRESSED N.R. 534 130 xL Vu W.C. ,o SAFE LATERAL LOADS FOR LENGTH cRvo 1,fnro •' i' •- 4'-4' (527 PRECAST 1295 3692 2 4'-6', (547 PRECAST 1213 3458 2417 5'-8' (687 PRECAST 784 2236 165 5'-10'(707 PRECAST 747 2129 155 6'-8' (607 PRECAST 602 1718 117 7'-8' (907 PRECAST 1 504 114381914, 9'-8' (116') PRECAST 1 355 1 1011_[401','1 SEE GENERAL NOTES - SHEET 1- OF 3 C[7L17 :i/'1FiF'.:-•7.114>• MT76F1• 3ymn>•ram SAFE UPLIFT LOADS FOR 12" PRECAST U.LINTELS M.4— SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12111-21 12M-21121`16-11 IV70-2112F24-11 12126-211332-21' S-6' (427 PRECAST 2752 1 4287 5613 6935 6264 9589 10915 4'-0' (467 PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (54) PRECAST 2113 3291 4310 5328 6317 7365 8384 51-10'(707 PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (787 PRECAST 1020 ISMJ 2426J 3675 4378 5081 5784 T-6' (90') PRECAST 904 1226 25 319 3806 m 4417 5028 V-4' (1127 PRECAST 19 11' (1167 PRECAST M1444222972 2006 2590 30117 3583 4079 10'-6'(1267 PRECAST 1612 2281 2764 3209 3653 11'-4(1367 PRECAST 1404 1982 2441 290 3384 12'-0'(1447 PRECAST 614 1788 2201 2616 303213'-4'(1607 FREW 678 57 1485 1826 2169 251311'-0'(1687 PRECAST 622 175314200 74 1365 1619 1993 23094'(2087 PRECAST 434 95 964 1182 1402 1623PRECAST5669381701002118113120 V) 'CRAG[ 4Km0KIDAODMWYJRSEECOMKMVEHL SAFE UPLIFT LOADS FOR 12" PRECAST w! 2" RECESS DOOR U -LINTELS 1.4— SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE ING-3 IMMI 121x14-2 12AF16-2 IPM -2 12326 12830-! 4'-4' (527 PRECAST 1626 2685 3746 4806 5857 6926 7969 4'-6' (547 PRECAST 1558 2582 3602 4623 5643 6664 7681 5'-8' (687 PRECAST 1210 2042 2850 3658 4466 5273 6081 5'-10'(707 PRECAST 1173 1984 01 2769 3553 4338 5123 908 6'-8' (807 PRECAST 1020 ISMJ 2426J 3114 3802 1 4489 5177 7'-6' (907 PRECAST 904 1226 2163 2776 3390 1003 4617 19 11' (1167 PRECAST 703 771 -11472.12 1 81 2663 3145 3628 4?j . • • • . 1RNQ16 H FAFSOM 6 AK M CM REOYE7it11S IRR V E N 0 ' ! 0 F1CtD AOOM KOX SIL CMM NOTE ML 4 447 rta BRd0d0, va wwi%w(h w I.I.M. T V Alaoegrno ifu a o 3 11 I P110 NALE r`, SEPFNER,fY 33580 Wm•1thAe •e i ,y A"Off s%, FA.P.E LTT) w0.v;M CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES 1{E NWA• 0RIA7-11 OAI! 1`0 JOIIIN ARIaDO SCLLL: MLS 0110: !/EI/W 471 Mot 1711 f11C110. Il. -)OCL 10. 4Q34 fAIYNC:16 U44U SRU 3 Or 3 J M IAM I•fDADE MIAWDADE COUNTY LWAUAM PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mismidade.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 AHI (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel. Fabrication Details", sheets 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 thele 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 H 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H ]my A. Makar, P.E., M.S. NOA No. 16-0126.03CMIAMMADECOUNTYExpirationDate: 05/21/2417 Approval Date: 04/288016 o ¢/Z 8 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 06/07/96, revision #1 dated 11/08196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107/97, revision #4 dated 04/28/98, sheet I 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 07/30/97, signed and sealed by Christopher A. flamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8 -inch Lintels, dated 06106/96, 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2. Calculations for Cast -Crete 8 -inch Lintels, dated 11/11/96,'45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboraloly. 2. Mill Certified Inspection Report #20-8275 dated 06/20195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02129196for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-x166332 dated 01/28/96 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04/0SI96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M]9805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. Yen Fftyny'A. Makar, P.E., M.S. Produettontrol 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 04/05/96 for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated OS114196. 13. Quality Control Manualfor Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS' 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #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 #5 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report onJlexural 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. 4 - dze _ ny A. Malar, P.E., M.S. Product Control Sectlon 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 006-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 02/20/2006, 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. W / 00' H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Dale: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs, E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Co poration, dated 02/03/2012, 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 Jrme 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8 -inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. ' QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014,.signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conttol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Iuc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami Dade County Department 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. L'e w az'e Mdiif 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 4( A=TM RET f HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS tKEY MODUCTRUNMW 07(N IrNA The Florida 01:(1014{Cbde ., _ V32 UO 0A snMUPs tS/ STIRRUPS c TYPE "B" STIRRUPS < n BA PS a UN STIRRUP DETAILS STIRRUP DETAILS —— lJCtt Y-ii AND is KOY owt 60 WY Isis, 7/00 am rocy ONWR 2mtl IOW-W-QWM no"amsmmvF+l'.1 I iivEE 4:J(L1 i iv N0. OF IM"Ps . 4 TIOI THE S. cwcurc aamanch f.. coo to los o' aaroaealo elec YOOR SIM c U4%twsKEMM FROM wt1eY 0, Ovcja.]rMadavtfL 7mmrr!)FS6ii0 a I.s FOUNDS OF RUMVILUE :ATPS PR I. Kilo TOMI s fgmc . 4" IPv. eYR Of M MUE MAY K YSFO a UW Of FKsl UED IN110. IONIOR00 CAO( mm" MD -WW rusismw Lair 10FIRvAU1,23 0 ri]C1i L•SFT7 fat QvQc.l pi MriR'..1i1 fiimc2 I FI'amSiiffi== mmom lora• I _ 1: ME 7Tf.7 1 ttiir I/.Ta lll C,!&, I -AN Oiaif.i(.1),f1 f aR 1 T n fiCh iESmiK X 10aU,Mrl K,:::.1T.G ..U,aA11IllCMa©!aO M"U"W aruziaatiarcuf omr auarsaaurr a vtza:a3LAUM©LEIIIIILIIIII Efarror3atjmr s arca::I:;ren r oa©nr @^sl®rc{: rII:34:_Inits r!! [fi`'':JCi6LSif:I/J O a_tory;Ila.Im:la7l3G7a.aill.iay:r<]2f ffILfT1L1. MuRponvmpwwwm I I I I I I. TIN fsOFaLL M WMRUTM O MWW FOR PN WT AMMAI. IT O nolodtco IT w m r ons AND coml FE mmacm oil oO ts"co WIIYOW Im mu walla Comm of cul-cme uu a0. um. 2" PAW RE a u-uggj. 1.1r.AA 1. KWOK010 SML- 7/sI &A NN A510I A PI, L NOM III, tOM MAIIR Of SURMS AND is KOY owt 60 WY Isis, 7/00 am makum 6 coONlm smioO tow 4e11 ONWR 2mtl IOW-W-QWM no"amsm d0 of "a saw== old L: foo C4wu saANO #STY 410. N0. OF IM"Ps . 4 TIOI THE S. cwcurc aamanch f.. coo to los o' aaroaealo elec YOOR SIM c U4%tws MITKalO UNIMS: f 000 .. 4Pa roc Au FROM wt1eY 0, FKCAfr a nm lye, a I.s FOUNDS OF RUMVILUE :ATPS PR I. Kilo TOMI s fgmc . 4" IPv. eYR Of M MUE MAY K YSFO a UW Of FKsl UED IN110. IONIOR00 CAO( mm" MD -WW rusismw To acsla Yt101s Am NAIOUNG FOMCM G . '' EkS . •; MoDucrltLmsul) uldiasCa ..inldl.FWrWoIlYtldlNaCoda CRAIG PARRNO AleegllafueNo o oT.e2 0924 CR 578 D.d i... (\C d SEFFNER. FL 73504 EN,.•' Fl. P.E. LIC. ND.44ni CAST—CRETE 8" LINTEL FABRICATION DETAILS I ....... Nle aorta Fl. - IM m lass I t41n of TO wu r - SAFE GRAVITY LOADS FOR S" PRECAST w/ 2" RECESS OODR U -LINTELS 4 aat-Ca9re SAFE LOAD PLFSAFELOAD - POUNDS PER LINEAR FOOT TYPEr1494 6RT6- roR2461 757 w14-90 Un{ -6B Wn-0 11102{-01 94130-1111 LENGTH 1073 WrIl9 W14- Ung -111 Wn-19 MU -10 iFJi-1R 4'-4' (527 PRECAST 655 1749 1691 382 3n* 370{ 4349 9654 54211 e96o 643 909 751J 19593 4'-8' (547 PRECAST 7'-6' (901 PRECAST 15961992 674 5206 SB69 TIM 4946 8060 5924 947! 6904175510613 5'-11' (68 PRECAST 1604 IRO nb 1716 2277 211m 3492 3966 1 1797 1167 M4m 4561 6799 7,17 1311 5'-10'(70 PRECAST 810 659 1553 1600 2124 2649 3174 3700 22M 2TTJ 1113 2112 4242 0611 6060 1`402r. 6706 6-8' (807 PRECAST 797 fol IMS 3120 5046 7747 944 2100 20MSM901IMS312D5046TITS94791 T'-6` (907 PRECAST 669 755 1490 24% 3776 5743 7239 sw 13S 1470 2459 3776 5743 N110 1069 9'-0' (116' PRECAST 411 465 999 INS 2253 3119 4091 3140 526 9" 1566 2211 1 3129 4150 51191 SAFE LATERAL LOADS FOR A- ooanAQT„d9" eerCSQ nnno u.11eRe1 Q e. 4— I r SAFE LOAD PLF LENGTH TYPE 8RU6 SRF6 RCMU 4'-4' (527 PRECAST 758 757 1164 4'-6' (541 PRECAST 694 693 1073 5'-8' (Sn PRECAST 408 407 655 5-10'(701 PRECAST 382 381 616 6'-8' (801 PRECAST 595 788 464 7'-6' (901 PRECAST 509 674 363 9'-E' (1161 PRECAST 370 490 214 J) THE NUMBERS N PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 • SEE GENERAL NOTE 15 FIELD AM REBAR. SEE GENERAL NOTE 540. 4 TYPE evs-1r eBrlo-1 114141 eerie -1 elm -11 10.76-1 aPrw-n GENERAL NOTES 1) WWWIs It) 1646 ac m *da.l ib 5-1/Y 6r7 r•Idat d 9r air .eardeW PW ed ,*&cRe •d 9•arOq• Ft 6' Vaal bW 40110 pd 4'-4' ($j•) PRECAST c freimed 6" - on pd c 4tad - J 0 ei yp0n edrmuim_Yd MP - 13) Im weiv frtlmt d 664 Iowa 6 •mda tatmt nb dd U•• ta6" d A— 16611 6 eMrto d ASfY C.62e a eM 4rMowt 11116,E am .4 A= A 11111606 • llm "d C90 T °dA-7-M. ni. fv A6911613 to - 14) UtW 4tid i um vWnl (tater «1190 orf MtmY Mud) 1.4 d.JI s< dead w 911 oti6d 6eQO AG W- rbtitl AtdOrt Mullade0 drW Cr1601 AIN 4016 170 ti reletd'e1r 1601 A In. Y . ! 4445 eeerar ra t1 6.11 MfAIOdwristbd11. skis m" bid f $49 bor19.41 tel >• IA . 2) AT Ws bed Oat, b1d m 466444 4 Tam mN3d bwfg$ FuWfitz l ei e N Is) r« ampdL. Ortel W10b 601 Ieml at teff 460 61160 and 660 rI6M ehm 6 Im Um 3056 0__, IN 16) At Gold 6nI0u ed One. ab Wo NW Wm dod Meal Up dY.s 3) IRed1t Y teller Wd d Ned Fish 17) 5111 6th en .40tor ol dtw.Y4 Md 4) v.ft 40 no=eb bd'dn 9. N.md "1 db. t. 16) 3114 Wed r.d to n0.sd eo1M 4n*. w All 570 .d ACT 3Y r—A. 7-P lltld 632-t0 1dt . ep? 4M - 6173 a 19) AIQiM 4141 leo/ .p.dr mt b slid h !e dnlwr el e M .Idfsd Iu n6efjm 4 6173 Ea71 6Q01 10 11.601 mcd. m mry 6011 GOON) .eon Ue r16. Sa etaW edea: 3) M Imble med orPft*.etY 13 8/Dt1M16011V1e04dbcbe. 4• d 4 cafe 11"soo 10"1 m eb. u" is coud fi.ko 6eL0iv 6) slate 67114 Ddlb a re0ft 7) an 11 a0s aw 00 aflt%W IN In 13 n0aa 0) 0ehtlim/ w d w med CWV* mU U. addltabml 9) Tr Ou'"w m l .14.b on -&W f b.6 t— wed. 41114 11.1 y tdatedlhq L J.. r 'W' oteerd and akv d Z .y i Got 10) Pt - 9d PAW 11) 6d0ae so 401.1 r.0a to 46 6«td d 0. Wo m d LL• bld ..rill. 1/2- cm Il SAFE UPLIFT LOADS FOR S" PRECAST w/ 2" RECESS DOOR U -LINTELS i sl-4ilar• SAFE LOAD - POUNDS PER LINEAR FOOT TYPE evs-1r eBrlo-1 114141 eerie -1 elm -11 10.76-1 aPrw-n LENGTH eBr6-a 114111-n a6n4-21 Berle- w22 -a eYF7aa eBr3o-: 4'-4' ($j•) PRECAST 9115 1666 2362 305! 3751 4445 5140 905 1606 2162 3056 3751 4445 5140 4'-6' ') 54PRECAST 6f/ 1604 nn 21136 M07 4215 4943 NKWA "WIT IOW At itlr 067 1604 2272 nb 3607 4275 4943 5'-8' (66' PRECAST 673 1 1797 2326 M M4m 3362N 675 1269 IIN 2326 2654 3362 5•-10'(70•) PRECAST 656 22M 2TTJ SIRS 656 2219 2173 7766CS' (807 PRECAST 170 IND, 2429 20MSM191102429267976` (90 PRECAST ro4 WambfimIles 21 2567s0{ 1765 2166 2567 9'-8` (116') PRECAST 390 1722 1540 IMS! 2160 395 1366 IToI mU 2U1 iN h rROI)IICT IUIVIsfy 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 a mrrVlyi^9 vi0e rAt A"i0.1Ueldnrbpedt FIELD ADDED REM SEE GENERAL NOTE NO. 4 4,0 CRAIG PARRNO 6 6124 CR S79 TYPE DESIGNATION r w• et Qodr r -nm Timam/IT-onm tIWlglr Oi#3 REM AT I 90Im4 orF 15416 Gcan17LV. scum t01Ni—+ omw or Is NKWA "WIT IOW At itlr j' 15 RM%R AS TV WL (1) [1106 AV. r r SEE SAFE gATEIGL LOADIANZv•/t FOR UfJI LAMIIIWAL 8F32 •`11,4p, `'' REeiom cw (JOGAI) •`C'-• FULL COURSE PRODucritumwED j ,• EN a 4ompryetr<eriAN 1611 FImi06 1103RTOMDa7dIo6Gdc .44' 0 of OR60 Ampam Nowpiw cm CMA t•• IS E•4R U IWipl w Tom DEALT convi W 1 , 7 cm I M17A'l0 N TWIG rROI)IICT IUIVIsfy a mrrVlyi^9 vi0e rAt A"i0.1Ueldnrbpedt AtaP4r,t• Na ! bPNallar pila c4,0 CRAIG PARRNO 6 6124 CR S79 t0 _SEFFNER.FL 13986 r w• et Qodr ra:r:nr•9Q1i r71 nc 6 slrrc)7 r:CAST—CRETE 8" LINTEL FABRICATION DETAILS Mrac2a ai:7•Iavllrr, rrrm h mrara.r r_t*I a:n:ra iv t7a L6IN7[•17:11:I:1ti:11761111' f YIYYi C9 CITY OF SANFORD BUILDING & FIRE PREVENTION FrD PERMIT APPLICATION Application No: I - - 3 I Documented Construction Value: $ (o6 5D Job Address: 3 tJt ti Fig,., D,T; *e Historic District: Yes No Er Parcel ID: Residential 0 Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: pit_4NNb(v'%!4- S i2- ekc-; e_s -- MC_JCJ ,Sc,)si-e ` (x,+ (( I Plan Review Contact Person: -R cc n s ,,,.e^4- ! -:Z 4c.x.,i (G(,er Title: Phone: Name Street: City, State Zip: Fax: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name Q S ((-.i g Phone: '3 2,7+ - L43 -3&:-3 Street: q__10( Fax: 2 -q( -')- City, State Zip: Orf can r State License No.: Cr -C- G 2-03 V Z Name: Architect/Engineer Information Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'" 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 ol'O%%mer/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID - 7 =tea--/ _---.... j • z't a Signature of Contractor/Agent Date Print Cont NrJamc' y w t > Signature of Notary -State of Florida f PAT SUSI W COMMISSION t FF 120da, EXPIRES: August 25, 2018 IpoceedThruNutaryPublkUndernNea 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: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Ycs No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - ti of Fixtures. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: bine 30, 2015 Permit Application 9507 State Road 52 123 Miller Road 9701 Bachman Road Established 1973 Hudson, FL 34669 Veldco, FL 33594 ti, ED Orlando, FL 32824 wwv.RJKisity.com 727-863-5486 813.661.0707 407.855-2636 State License @ CF-CO20 R.J. KiELTY Page: 10, Proposal No: 717-13535 PLUMBING • HEATING , COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Solstice - 2406 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough In 30% Top Out 30°x6 Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed in a workman like manner according to standard practices. Any alteration or deviat from specifications below involving extra co a xecutod only upon written orders, and will become an extra charge over and above the estimate. agreements contingent upon strikes. encs or d ay beyond our control. Owner to ca(tire, tornado. and other necessary insurance. Our workers covered byworkeescompensatlo surance. (J r _/ AUTHORIZED SIGNATUR THIS P POSAL Y BE WITHD AWN IF NOT ACCEPTED IN 30 We hereby submit specificaons a . stimates for. Master Bath Up 1 Shower Sterling Accord 6048 Base 72270100 White With Walls And Moen Chateau 71-182 Chrcme Valve 1 Toilet Gerber Maxwell 21-912 1.28 While Elongated 1 Lav By Builder With Moen Chateau 64925 Chromo Faucet 2nd Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath I Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav Gerber Maxwell 22-514 Pedestal While With Moen Chateau 64925 Chrome Faucet Kitchen i Sink By Builder Faucet Moen Integra 67315 Chrome Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box t Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes I Water Heater 50 Galton Electric NOTE: EXCLUSIONS Backfilling Included For Sewer B Water Only (Slab Backfilling By Others) Backflow Preventers Included NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance: Additional $12 per toot 40' Water Allowance: Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment vdll be made; outlined above. I agree to pay reasonable altomey's fees court costs In the event of legal action. A monthly service charge of 1 1/2% vAl be added after t days. Any sewer taps deeper than 4 1i2 feet or requires backhoe or dewatering vdil be an extra charge. SIGNED: DATE OF ACCEPTANCE 8 PAGE 2: Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 11 "37 y 4 r - n' Documented Construction Value: S 5-0 1 ^% Job Address: 37.5Cp 1 V i o7' H ron . Parcel ID: Historic District: Yes No ResidentiaLa Commercial Type of Work: NeWN K Addition 11Alteration Repair El Demo Change of Use Move Description of Work: Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Title: Name--r'Q'- I 1 ! N orn Phone: '-I-t - 647 - ?)30C) Street: ie n L /d *)q Resident of property? City, State Zip AL Q, i1?rLl , P 3 Contractor Information Name m. l'b. Phone: qb7' LDIRP `' 27,-Y) Street• T C ) Fax: City, State Zip: 3 7 - 0State License No.: Ef 000 3nT o Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application r NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owncr/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced IDType of ID 4 l e 1fnature of C,Contractor/Agentactor/Agent Date Sco-6L (— O.SIRC 1 l.V\ P 'nt ontmctor/Agent's Name t Signature of Notary -State of Florida Date ar ° PAMELA S TERNUS Commission 9 GG 110622 Expires August 7, 2021 o°fta' BmdWrtweuapalloLrySaMcea Contractor/Agent isPersonally Known to Me or Produced ID Ape of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: COMMENTS: Revised: June 30, 2015 ENGINEERING: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $. 5,198.00 Job Address: 3756 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-502-0000-1110 Residential El 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 Phone: 407-886-3729 ext. 163 Fax: Title: Pre -Construction Coordinator Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary, FL 32746 Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: State License No.: CAC1816317 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revisod: June 30.201 S 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 alid zoning. Signature of Owncr/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date 40 3122/2018 Signature of Contractor/Agent Date Robert Kulp Iot Contractor/Agent's Date 18 Jr Notary Public State of Flondr. Arionna C Rosenvrinxel My Commiss on GG 147038VpExpires10/01/2021 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes[] No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER Job #: 33329 Date: 8/2/2017 144692 Subdivision Phase Bld L/U Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 111 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 3756 Night Heron Dr CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford JFL 132773 12406SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R -410a Job Contact: S Woolwine A/H-1 or Furnace FB4CNP036L00 A/H-2 or Furnact Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU -1 CH14NB03600G CU -2 Date Required: T'Stat: TH6220D1002 TStat: 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 Fumact Heater or Coil Heater or Coil Bldg. Permit# CU -3 CU -4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency EAI Pulls Permit: yes Zoning Brand: Honeywell/Johnstone Vent. Damper Yelsomo17 Qty 1 Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 385.40 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6IZD7BPassDamper #2 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 16 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 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duci X Heat Recovery: X fan 80 cfm BF080 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 # Estimated Estimated Invoice Due Date: Task - Description Hours Cost 03 -Fabrication Labor 1.98 24.95 Rou hin 2,544.00 04 -Installation Labor 28.56 428.33 06 -Piping Labor 7.13 121.13 Trim 2,544.00 14 -Kitchen Vent Trim 02-Material/Tax 1,308.32 1,482.48 Permit 110.0001-Equipment/Tax 09-Permit/Other 110.00 011 -Delivery Labor 1.46 18.43 20 -Pull Material Labor 2.92 36.85 Total Contract: 5,198.00 112-StartupLabor 2.50 42.50 n2f level2 AHU ON METAL STAND 3.0 TON 24OV/5KW HP Job ft: As ton- Starlight Homes Performe or: nergy Air, Inc 5401 EnergyAir, Ct FL 32773 Orlando, FL 32810 Sanford Phone: 407-886-3729 w% w.energyair.com GRenner@energyaircom 1-; ;f — Scale: 1/8" = 17 Page 2 RightSutteO Universal 2017 17.0.28 RSU17012 2018 -Jan -19 11:45:06 m PresorvalLot 111 - 2406 URrup ICU Level 1 Job M Ashton- Starlight Homes Performed for: Lot 111- 2406 UR Sanford, FL 32773 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyairoom T 11M Scale: 1/8" = 17 Page 1 Right -Suite® Universal 2017 17.0.28 RSU17012 2018 -Jan -19 11:45:06 m Preserve%Lot 111 - 2406 UR.rup 4 1-7 - 3.74p, C KI -COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: L= 407-656-9656 REPORT OF IN-PLACE DENSITY TESTS ORDER NO: REPORT NO - PROJECT f /Vj rd ku m4 P" -54p -t,'5 L + f PROCTOR CONTRACTOR ,<+,.., 3 SPECIFICATION: IQ'j~" G5GS7 REPORTED TO: OPTINI M MOISTURE: 17--t % LOCATION.. 4 MAXIMUM DRY DENSITY: / 7 • l MATERIAL: Gk'F- b y' DATE TESTED: '0 O(o LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT OF MOISTURE INCHES ms. cu. fL Ib& cu. R. MAX. DENSITY PERCENT N d -1m 05.1/ to 7•! IV, 3 • if ww 105 1? V, 2 f- "-1 1615. q 7-, ( 7 9, o Ssybmp,"Pd bv. s n m Z m= D -Description r v a w o a, D. . -Deed Book CL O.R.-Official Records Book a0) W U O Pg. -Page O 17 Elev.-Elevation o1 LA o c v OD BP -Brick Paver rZ SW -Sidewalk c v v'D FFE -Finished Floor Elevation v c CI -Curb InletGuy m DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. A o zr o v, 0 N --ox W 2 ri;VOM o-nQ Cm0_ Dz z ;< IV A V) I 11.0' WYNDHAM PRESERVE - LOT 711 SPECIFIC PURPOSE SURVEY FORMBOARD) WYNDHAM PRESERVE LOT I I I PB 81, PG 93) 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. TRACT A STORMWATER TRACT) i 29.3' 11.0' I S 89'43'03" W iNnI 0 ILI —rvvI cqui mein LEGENiD1:ADUSSD-Access/Droinoge/Utilities/Sidewalk1_8 -Licensed PreventUSness BEP -Backflow Preventer Sight Distance Easement S -Survey PRM -Permonent Ref. Monument a yo PCP -Permanent Control Point D -Description FP&L -Florida Power do Light P -Plat FFE -Finish Floor Elevation D. . -Deed Book oro00 O.R.-Official Records Book Iz P.B.-Plot Book O Pg. -Page RC® -Reclaimed Water Meter Elev.-Elevation tee LA o Cable Box BP -Brick Paver 5N v SW -Sidewalk El -Electric Box FFE -Finished Floor Elevation 0 -Utility Pole CI -Curb InletGuy Pole WYNDHAM PRESERVE - LOT 711 SPECIFIC PURPOSE SURVEY FORMBOARD) WYNDHAM PRESERVE LOT I I I PB 81, PG 93) 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. TRACT A STORMWATER TRACT) i 29.3' 11.0' I S 89'43'03" W iNnI 0 ILI —rvvI cqui mein LEGENiD1:ADUSSD-Access/Droinoge/Utilities/Sidewalk1_8 -Licensed PreventUSness BEP -Backflow Preventer Sight Distance Easement S -Survey PRM -Permonent 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 Water Meter O.R.-Official Records Book D4 -Water Valve P.B.-Plot Book 1f -Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev.-Elevation RCD4-Recloimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver D -Telephone Box SW -Sidewalk El -Electric Box FFE -Finished Floor Elevation 0 -Utility Pole CI -Curb InletGuy Pole GTI -Grote Top Inlet Light Pole P.U.E.-Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overheod Utilities PVC -Polyvinyl Chloride 0 -Storm Sewer Manhole NCS -No Comer Set (Foils in Water) 0 -Sanitary Sewer Manhole SF -Square Feet EWo -Electric Hondhole D.U.E. -Droinoge/Utili Easement COO -Clean Out FMGD-MAG NAIL do DISK XV04-Irrigation Control Volvo P.K. -Porker Kolon Noil l:i -Sign SIR -Set 1/2' Iron Rod L87768 WP4-Gate Water Valve SPKD -Set P.K. do Disk L87768Goo Meter FIR -Found 1/2' Iron Rod L07768 Existing Grade FIP-Found 1/2' Iron Pipe L87768 CI -Blow -off Volvo FPKD-Found P.K. Noil & pisk 1_87768 -aii—Droinoge Flow Direction FCM -Found 4'x4' Concrete Proposed Design Grade Monument PRM L87778 d -As-Built/Existin GrodjNote: Some items in above leaen mar not be aDDicobleg Description I Date I Dwn.ICk'd I P.C.IOrder No. BOUNDARY L/NE- OF LOT 111 o.. _ _ _ _ .. _ . _ _ _ PROPOSED 2 STORY RESIDENCE 2406 SOLSTICE ELEVATION - U GARAGE - RIGHT 04 FORMBOARD FFE-- 28.30 a n 49J'_: LOT 111 AREA = 6,900 S.F. 0 49.7' 0 0 115.00' S89'431031Y LOT 110 SURVEYOR'S NOTES: 1. Current title information on the subject property hod not been furnished to GeoPoint Surveying, Inc. at the time of this plot pion. 2. Roods, walks, and other similar Items shown hereon were token from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades d: finished floor elevations shown hereon ore from the construction plan for '1N'fNDHAM PRESERVE', City of Sanford Seminole County, Florida. N f Building Setbacks Setbacks: Per construction plans for VMDHAM PRESERVE', City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rote Mop Panel Number 12127C -0765H. in Flood Zone 2' 5. This Specific Purpose Survey is for the location and elevation of the formboords only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 111, according to the plat SURVEY) of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida deL Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751Mailar3 was mode under my supervision and meets the Standards of Practice set forth by the Florida Board of Professional Phone: (321) 270-0440 Surveyors d: Mappers in Chapter SJ -17, Florida Administrative Fax: (813) 248-2266 code, pursuant to Section 472.027, Florida Stotutes. Licensed Business No. LB 7768 ames D. Leviner LS6915FLORIDAPROFESSIONALSURVEYORdoMAPPERNO. ............5 GeoPoint Surveying, Inc. Drown: MTP Chocked:JDL P.C.: Data FlIe:Brix, U -1-I Dote: 3/05/18 Dwg: &iseonEast-Lo1111 Order No.: ^' NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICFNSED SURVFYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: Revision' Response to Comments Permit # 11 -37111k Project Address: Contact: Sarah Woolwine Submittal Date Ph: 407-730-1311 Fax: Email: sarah.woolwineO—starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water APR 2 3 2018City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax:, 407.688.5152 Email: buiiding@sanfordfl.gov General description of revision: ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 0 Building <E .6, Z- Is RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 111 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County Cit , State, Zip: Sanford, FL, 32773 Permit Number: Oner. nSANFORD Jurisdiction: Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 1. New construction or existing New (From Plans) 9. Wall Types (2724.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1265.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1088.10 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 371.00 ft' 4. Number of Bedrooms 4 d. NIA R= fta 10. Ceiling Types (1419.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1419.00 ft" 6. Conditioned floor area above grade (ft') 2402 b. NIA R= ft' N/A RsConditionedfloorareabelowgrade (ft') 0 11. c. R ft' 7. Windows(191.0 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 480.4 a. U -Factor. Dbl, U=0.34 150.00 ft' SHGC: SHGC=0.26 b. U -Factor. Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U -Factor. N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1419.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1034.00 fN b. Conservation features b. Floor over Garage R=19.0 385.00 ft' None c. NIA R= ft' 15. Credits Pstat Total Proposed Modified Loads: 68.21 PASSGlass/Floor Area: 0.080 Total Baseline Loads: 68.93 I hereby certify that the plans and specifications covered by Review of the plans and 1 THE ST.9T this calculation are in compliance with the Florida Energy specifications covered by this v Code. calculation indicates compliance j with the Florida Energy Code. gym„ °•' :,`•-`N3,0 PREPARED BY: ` Before construction is completed forDATE: f71 this building will be inspected 0 compliance with Section 553.908 I hereby certify that this building, ed in compliance Florida Statutes. with the Florida Energy C OWE OWNERIAGENT: BUILDING OFFICIAL' DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for of se. 6/17/2017 10:34 APA EnergyGauge® USA - FlaRes2014 Se Compliant Software Page 1 of 5 FORM R405-2014 6/17/2017 1034 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Lot 111 - 2406 UR Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2402 Lot # 111 Owner. Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.50/c 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 2402 20697 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1034 9616.2 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1368 11080.8 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatto Floor 1 116.7 ft 0 103442 0 0 1 2 Floor over Garage Floor 2 ___ —__ 385 ft' 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V/ Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Hip Composition shingles 158702 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 1419 R' N N 6/17/2017 1034 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 r n•-n nc nn4w 6/17/2017 10:34 AM EnergyGauge® USA - FlaRos2014 Section R405.4.1 Compliant Software Page 3 of 5 CEILING Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1419 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space Ah,0 1 S Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 2 S Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 4 191.3 fN 0 0 0.6 0 3 W Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 4 W Exterior Concrete Block - Int Insul Floor 1 4.1 18 0 9 4 168.0 ft' 0 0 0.6 0 5 N Exterior Frame - Wood Floor 2 13 40 3 8 1 325.4 ft' 0 0.25 0.6 0 6 N Exterior Concrete Block - Int Insul Floor 1 4.1 40 2 9 4 374.9 ft' 0 0 0.6 0 7 E Exterior Frame - Wood Floor 2 13 38 0 8 1 307.2 ft' 0 0.25 0.6 0 8 E Exterior Concrete Block - Int Insul Floor 1 4.1 37 11 9 4 353.9 ft' 0 0 0.6 0 9 W Garage Frame - Wood Floor 1 13 39 9 9 4 371.0 ft' 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U -Value WidthArea Ft In In Ft 1 E Wood Floor 1 None 39 3 6 10 20.5 ft' 2 E Wood Floor 1 None 39 2 10 6 10 19.4 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 3 None Low -E Double Yes 0.34 0.26 30.0 ft' 1 ft0 in 1 ft0 in None None 2 W 3 None Low -E Double Yes 0.34 0.26 15.0 ft' 1 ft0 in 3 ft 0 in None None 3 W 4 None Low -E Double Yes 0.34 0.26 30.0 ft' 1 ft0 in 14 ft 0 in None None 4 N 5 None Low -E Double Yes 0.34 • 0.26 15.0 ft' 1 ft0 in 1 ft0 in None None 5 E 7 None Low -E Double Yes 0.34 0.26 30.0 ft' 1 ft0 in 1 ft 0 In None None 6 E 8 None Low -E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft0 in None None 7 E 8 None Low -E Double Yes 0.34 0.26 15.0 ft' 1 ft0 in 12 ft 0 in None None 8 E 8 Vinyl Low -E Double Yes 0.58 0.25 41.0 ft' 1 ft0 In 12 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Well Perimeter Avg. Wall Height Exposed Wall Insulation 1 385 ft' 385 ft' 64 ft 9.3 ft 0 6/17/2017 10:34 AM EnergyGauge® USA - FlaRos2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM RAnri-91711A 6/17/2017 10:34 AM EnergyGaugoO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000383 2414.6 132.56 249.3 .3444 7 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 kBlu/hr 1080 cfm 0.75 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 Storage System Model # Collector Model # Area Volume FEF None None K' DUCTS J — Supply — Location R -Value Area Return --- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 480.4 ft Floor 2 120.1 fl Prop. Leak Free Floor 2 — cfm 72.1 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Coolin ff ]]Jan ((] Feb [[ ]]Mar Heating [X] Jan [X Feb (X] Mar Ventin [ j Jan I 1 Feb [[Xjj Mar Ceiling Fans: A r [ ] Ma rl Jun ri Jul ri Au ri Sep [ j Oct Nov Apr [ ]May Jun Jul AuSep [ ]Oct Nov Xj A r [ j Ma Jun Jul Aug Se W Oct Nov Dec Dec Dec 6/17/2017 10:34 AM EnergyGaugoO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 P0PM'RAnri-5,n1A Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM PM 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 70 0 0 1 - Electric Heat Pum 1 - Central Unit 6/17/2017 10:34 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U -Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U -Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U -Factor: N/A SHGC: d. U -Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior 1.000 ft. b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. N/A 1034.00 ft' 10. Ceiling Types No a. Under Attic (Vented) 2402 b. N/A Area c. N/A 150.00 ft' 11. Ducts a. Sup: Attic. Ret: Floor 2, AH: Floor 2 41.00 ft' 6 480.4 kBtu/hr12. Cooling systems ft' a. Central Unit 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= ft' 13. Heating systems R=13.0 a. Electric Heat Pump 1.000 ft. 1088.10 ft' 0.258 371.00 ft' Area 14. Hot water systems 1034.00 ft' a. Electric 385.00 ft' b. Conservation features ft' ft' R= None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: Insulation Area R=13.0 1265.00 ft' R=4.1 1088.10 ft' R=13.0 371.00 ft' R= ft' Insulation Area R=30.0 1419.00 ft' R= ft' R= ft' R ft' 6 480.4 kBtu/hr Efficiency 36.0 SEER:14.00 kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/17/2017 10:34 AM EnergyGauge® USA, FlaRes2014 -Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 111 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be Installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth In unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity Spaces Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall bE installed on fireplace walls. Fireplaces shall have Basketed doors 6/17/2017 10:34 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 111 - 2406 UR 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:: 2402 sq.ft. Cond. Volume: 20697 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I I HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond Intended infiltration control measures; 3. Interior doors. If installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers. if Installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: tla STq OD WE 6/17/2017 10:34 AM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 111 - 2406 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 14 Duct System Divide by Leakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: O. THE STgls A 6/17/2017 10:34 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Prot SJob: Ashton- Starlight Homes wrightso° Project Summary Date: 10110/2016ft Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Cl, Orlando. FL 32810 Phone: 407-886.3729 Email: GRennerCenergyair.com Web: wmv.energyair.com Project Information For: Lot 111- 2406 UR Ashton Woods Homes Sanford, FL 3277 Notes: Design Information Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Heating Summary Structure 17444 Btuh Ducts 2759 Btuh Central vent (70 cfm) 1985 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 22188 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heating Cooling Area (W) 2447 2447 Volume (ft') 21064 21064 Air changes/hour 0.28 0.15 Equiv. AVF (cfm) 98 53 Heating Equipment Summary Make Carrier 44 gr/Ib Trade Btuh Model CH14NBO360000A 26922 AHRI ref 0 Req. total capacity at 0.75 SHR Efficiency Heating Input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 34 OF Backup: 8.2 HSPF 33800 Btuh @ 47°F 93 OF f1105 Design TD 0.055 cfm/Btuh 0.50 in H2O Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/Ib Sensible Cooling Equipment Load Sizing Structure 16252 Btuh Ducts 4024 Btuh Central vent (70 cfm) 1354 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 21630 Btuh Latent Cooling Equipment Load Sizing Structure 2559 Btuh Ducts 654 Btuh Central vent (70 cfm) 2079 Btuh Outside air Equipment latent load 5292 Btuh Equipment Total Load (Sen+Lat) 26922 Btuh Req. total capacity at 0.75 SHR 2.4 ton Cooling Equipment Summary Make Carrier Trade Cond CH14NBO360000A Coil FB4CNP036L AHRI ref 0 Efficiency 11.7 EER, 14 SEER Sensible cooling 24750 Btuh Latent cooling 8250 Btuh Total cooling 33000 Btuh Actual air flow 1105 cfm Air flow factor 0.054 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.80 Input = 6 kW, Output= 19028 Btuh, 100 AFUE Bold/Italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsot`t• 2018 -Jan -1911:44:52 9 Right -Suite® Universal 2017 17.0.28 RSU17012 Page 1 Specific\Wyndham Preserve\Lot 111 - 2408 UR.rup Calc = Wit Front Door feces: S wrightsoft• Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Cl. Orlando. FL 32810 Phone: 407-886-3729 Email: GRenner@energyaiccom Web: www.energyair.com For: Lot 111- 2406 UR, Ashton Woods Homes Sanford, FL 32773 Design Conditions Equipment type: Split ASHP Outdoor design DB: 92.6°F Sensible gain: 21630 Btuh Outdoor design WB: 75.9°F Latent gain: 5292 Btuh Indoor design DB: 75.0°F Total gain: 26922 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 111% of load Latent capacity: 6713 Btuh 127% of load Total capacity: 30674 Btuh 114% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 22188 Btuh Indoor design DB: 70.0°F Job: Ashton- Starlight Homes Data: 10/10/2016 By: Plan: 2406 S Entering coil DB: 77.0°F Entering coil WB: 63.9°F Entering coil DB: 68.1 OF Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000A+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33800 Btuh 152% of load Capacity balance: 34 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 5.6 kW 86% of load Temp. rise: 50 OF Meets all requirements of ACCA Manual S. 2018 -Jan -19 11:44:53 wrightsoft• Right -Suite® Universal 2017 17.0.28 RSU17012 Page 1 AOCk ...Specific\Wyndham Preserve%Lot 111 - 2406 UR.rup Cale - MA Front Door feces: S Duct System Summa Job: Ashton- Starlight Homes wrightsoft' Y Date: 10110/2096 Entire House By: Energy Air, Inc Plan: 2406 S 5401 Energy Air, Cl, Orlando, Fl. 32810 Phone: 407-886.3729 Email: GRennerCenergyaiccom Web: www.energyaiccom Project Information For: Lot 111- 2406 UR, Ashton Woods Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.132 in/100ft 1105 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.132 in/100ft 1105 cfm 211 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bat c 301 14 16 0.316 4.0 Ox 0 VIFx 8.6 80.0 bed.3 c 996 46 54 0.184 5.0 Ox 0 VIFx 22.2 130.0 st2 bed.4 c 1359 71 74 0.190 6.0 Ox 0 VIFx 17.5 130.0 st2 bed2 c 1489 73 81 0.292 5.0 Ox 0 VIFx 21.0 75.0 cl.4-A h 234 13 12 0.193 4.0 Ox 0 VIFx 19.8 125.0 st2 ram -kit -din h 2359 129 129 0.137 7.0 Ox 0 VIFx 29.7 175.0 st6 fam-kit-din-A h 2359 129 129 0.132 7.0 Ox 0 VIFx 31.5 180.0 st6 fam-kit-din-B h 2359 129 129 0.135 7.0 Ox 0 VIFx 28.0 180.0 st4 flex -A h 4192 229 140 0.140 9.0 Ox 0 VIFx 49.5 150.0 st5 lawn c 712 3 39 0.347 4.0 Ox 0 VIFx 5.6 75.0 1011 c 1779 47 97 0.309 6.0 Ox 0 VIFx 10.6 80.0 in be c 428 19 23 0.336 4.0 Ox 0 VIFx 8.4 75.0 m bed c 1884 88 103 0.362 6.0 Ox 0 VIFx 7.3 70.0 pdr-A h 1230 67 31 0.156 5.0 Ox 0 VIFx 39.8 140.0 st4 W0 -A c 878 46 48 0.314 5.0 Ox 0 VIFx 14.2 75.0 Bold/!relic values have been manually overridden 2018 -Jen -19 11.44:53 wrightSOft• Right -Suite® Universal 2017 17.0.28 RSU17012 Page 1 AM ...Specific\Wyndham Preserve\Lot 111 - 2406 UR.rup Calc = MJ8 Front Door faces. S Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st6 Peak AVF 258 258 0.132 584 9.0 0 x 0 VinlFlx st5 st4 Peak AVF 196 160 0.135 444 9.0 0 x 0 VinlFlx st1 st1 Peak AVF 196 160 0.135 444 9.0 0 x 0 VinlFlx 174 st2 Peak AVF 130 141 0.184 526 7.0 0 x 0 VinlFlx st5 Peak AVF 487 397 0.132 620 12.0 0 x 0 VinlFlx st3 st3 Peak AVF 487 397 0.132 620 12.0 0 x 0 VinlFlx 2018-Jan•19 11:44:53 wrightSoft• Right -Suite® Universal 2017 17.0.28 RSU17012 Page 2 ACCK ...Specific\Wyndham Preserve\Lot 111 - 2406 UR.rup Calc = WS Front Door faces: S Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) cfm) cfm) ft) FR fpm) in) in) Opening (in) Matl Trunk rb1 Ox 0 951 931 0 0 0 0 Ox 0 VIFx rsb7 Ox 0 154 174 0 0 0 0 Ox 0 VIFx 2018-Jan•19 11:44:53 wrightSoft• Right -Suite® Universal 2017 17.0.28 RSU17012 Page 2 ACCK ...Specific\Wyndham Preserve\Lot 111 - 2406 UR.rup Calc = WS Front Door faces: S Q D Level 1 Job M Ashton- Starlight Homes Performed for: Lot 111- 2406 UR Sanford, FL 32773 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com 7vTW Scale: 118" = 1'0" Page 1 RightSuite® Universal 2017 17.0.28 RSU17012 2018Jan-19 11:4506 m Preserve\Lot 111 - 2406 UR.rup AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Job #: Ashton- Starlight Homes Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 2 Lot 111- 2406 UR 5401 Energy Air, Ct RightSuiteO Universal 2017 Orlando, FL 32810 17.0.28 RSU17012 Sanford, FL 32773 Phone: 407-886-3729 2018 -Jan -19 11:45:06 m Preserve\Lot 111 - 2406 UR.rup www.energyair.com GRenner@energyair.com level2 Int robed 10x6 48 cfm WIC mba 10x6 103 cim 8 x 4 23 cfm 4 Su TvTR Riser F 6' 12 x 12 174 cfm R 7VTR 91, au 8 x 4 6 „ ac 16 cim bat 10 x 6 Sup Ris _ I 97 cfm 12 139 cl.4 18x181 -1"8x18 8x4 951 cfm 5 co vTR ® In 4" 13 cfm loft 49 CFM 6 10x6 0.3 54 cfm 10 x 6 14 x 6 74 cfm 14x6 14x6 bed.3 10x6 81 cfm bed.4 c12 bed2 AHU ON METAL STAND 3.0 TON 240V/ 5KW HP Job #: Ashton- Starlight Homes Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 2 Lot 111- 2406 UR 5401 Energy Air, Ct RightSuiteO Universal 2017 Orlando, FL 32810 17.0.28 RSU17012 Sanford, FL 32773 Phone: 407-886-3729 2018 -Jan -19 11:45:06 m Preserve\Lot 111 - 2406 UR.rup www.energyair.com GRenner@energyair.com 0 Revision Respons to Comments O APR 3 0 20% BY_ Permit # Project Address: I V 1 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date ko I k(?-) i_ r. --, _ Contact: K Q e \ Ae, Ph:-` 13l 1 Fax: Email: Trades encompassed in revision: General description of revision: J 1 Building Plumbing Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Approvals 11 Building .'= 'a, • ?-A k \\ PCCA\P, Department Utilities Waste Water Planning Engineering Fire Prevention ROUTING INFORMATION Approvals 11 Building .'= 'a, • ?-A k \\ PCCA\P, M1I MiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: WP0111 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods f Project Name: WP0111 Model: 2406 Tampa, FL 33610-4115 Lot/Block: 111 Subdivision: Wyndham Preserves Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 1 individual, dated 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. INo. Seal# I Truss Name I Date 1 IT13910116 IC I4/30/18 THE JOB WAS PERMITTED PRIOR TO DECEMBER 31,2017 3 eurto, 1O c a ANO2. gRTM This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by REV1S10N tt„, 1%I11,,,, ?.*, A<B`'•, USA, Inc. under my direct supervision based on the parameters 0 . CENprovidedbyBuildersFirstSource - Plant City. Z`,.-G E N 5.;9i1,' Truss Design Engineer's Name: Albani, Thomas No 39380 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 9 '. STATE OF 41Jthattheengineernamedislicensedinthejurisdiction(s) identified and that the 40 designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were n'•, A` O P,, i O R MiTek. Any information included is for MiTek's i SS' • • • • ” • • Q>` given to project specific customers file reference purpose only, and was not taken into account in the preparation of 181111101t 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 Thomas A. Mani PE No.39380 should verity applicability of design parameters and properly incorporate these designs Mnek USA, Inc. Ft. Can 6634 into the overall building design per ANSI/TPI 1, Chapter 2. 6904 Parke East Blvd. Tampa Fl. 33610 Date: April 30,2018 Albani, Thomas I of I Job Truss ss Type City Ply in (loc) Vdefl L/d P- u Plate Grip DOL 125 713910116IW111gC Ss PITCH SUPPORTED 7 1 Job Reference (ooleonal) Builders Fu$ISWCO. Tampa, Mrs City, Florida 33566 7.649 $ Aug la 2917 MITeK Iridttstllet, IM Morn Apr 30 1V.1 V13 3070 V4991 ID:ECe84dD Fel 2b8bRaOyPDysCZg-7783GhMOcBl4hlCEKy8hS17uS2km3dLe9BbtlwzLa3y 080 2 160 080 12 17.4 Scale = 1:14.5 4x9 LOADING (psf) SPACING- 2-"CSI. Design valid for use only with MUM connectors This design is based only upon parameters shown, and is for an Individual building component, not DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 125 TC 0.63 Vert(LL) 0.02 4-5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 031 Vert(TL) 0.02 4-5 999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.05 HOrz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.2 'Except' BOT CHORD 3.4: 2x4 SP No.3 REACTIONS. (Ib/size) 5=16510-3-8.4=118/Mechanical Max HOrz 5=61(LC 12) Max Uplift5--35(LC 8), 4=57(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-130/292 PLATES GRIP MT20 244/190 Weight: 15 Ib FT - 20% Structural wood Sheathing directly applied or 3-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1040 oc bracing. NOTES- (11) 1) Wind: ASCE 7.10; Vuh-140mph (3 -second gust) Vasd-108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C -C Comer(3) -0-6-0 to 2-6-0. Exterior(2) 2-6.0 to 3-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at Joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 5 and 57 Ib uplift at joint 4 10) "Semi-rigid pitchbreeks with fixed heels" Member end fixity model was used in the analysis and design of this truss 11) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Thomas A. Albani PE No.39390 M)Tsk USA, Inc. FL Ceti 6634 6904 Parka East Blvd. Tampa FL 33810 Date: April 30,2018 AWARNING - VWry design parameters end READ NOTES ON TMS AND INCLUDED"TEA REFERENCE PAGE MIP7473 rev. IWV201 S BEFORE USE. Design valid for use only with MUM connectors This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building design must verify the applicability of design parameters and properly Incorporate this design into the *voted building design Bracing Indicated Is to prevent buckling of individual trust web ondlor chord members only Add4ional temwery and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the rubrication, storage, delivery, erection and bracing of truss*$ and truss systems, see ANSVTPIt Quality Criteria, OSS49 and SCSI Building Component 6900 Parke East Blvd. Solely Information available from Truss Plate Insthute, 218 N Lee Street. Suds 312. Mexandda, VA 22314 Tampa, FL 36610 Symbols Numbering System General Safety Notes ' PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 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 1 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 BCSI. r 16 cr•z c2•3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves T WEBS O q y,, `" OVbc" wide spacing, may require bracing, or aftemative Tor I 3. Never exceed the design loading shown and never CL V stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate 06-7 designer, erection supervisor, properly owner and plates 0- 'rid' from outside BOTTOM CHORDS 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 NUMBEREOILETTERED 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 ANSMI 1 Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY ENO JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20120 software Or upon request NUMBERSILETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at bine 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 10. Camber is a non-structural consideration and is the width measured perpendicular4x4 ESR-1311, ESR-1352, ESR 1988 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 rel on lumber valuesgy 14. Bottom chords require lateral bracing at 1011. senate. or less, if no ceiling is installed, unless otherwise toted BEARING established by others. Indicates location where bearings supports) occur. Icons vary but 0 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility o1 others 16. Do not art or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ffd 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks Consult with project engineer before use. Industry Standards: ANSUTPI I: 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 OSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, Ma Tek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIITPI 1 Quality Criteria Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/0312015 Revision ® City of Sanford Response to Comments O MAR 9 X018 Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov r FI Permit # 17-3748 LOT 111 Submittal Date 3/1A/2018 Project Address: 3756 Noght Heron Drive Contact: Jason Ornoff Ph: 407-494-9207 Fax: Email: Jason.ornoff0starlighthomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: ROUTING INFORMATION Approvals JF 'Z, - zi - k 2S Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building General description of revision: ROUTING INFORMATION Approvals JF 'Z, - zi - k 2S