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2461 Waxwing Way 17-2801; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 BUILDING APPLICATION ##: 17-10000696 BUILDING PERMIT NUMBER: 17-10000696 DATE: September 25, 2017 UNIT ADDRESS: WAXWING WAY 2461 17-20-31-502-0000-1590 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVENUE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2461 WAXWING WAY / LOT 159 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unit FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 SCHOOLS 1.000 dwl unit 54.00 CO -WIDE ORD gle Family Housing 5,000.00 1.000 dwl unit 5,000.00PAST LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** OfPERSONSAREADVISEDTHATTHISISASTATEMENTOFFEESDUEUNDERTHE 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. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIR T 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 TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. kSq LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of: Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: a.L+ cp I W A X, W I r-," L -,5a r4o -d T- L 3 a1 Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC15223A Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing ' strument was acknowledged before me this la day of _, 20d I V , by 1 p1„n i I e-3 who is ersonally known to me or o who has produced as identification and who did (did not) take an oath. L A , -,, . k, Signature Notary Seal) 3Q l Print or ty name Shayne Manger NOTARY PUBLIC ESTATE OF FLORIDA Comm* GG113111 Expires 6/21/2021 Rev. 08.12) Notary Public - State of _ Commission No. My Commission Expires: q, 7 N6;" CITY OF S,ANFORD i BUILDING & FIRE PREVENTION PERMIT APPLICATION B Application No: r)— i g d Documented Construction Value: $ 1 y It 27q to3 I. co Job Address: a +t-D I LAJ a x u-z 11J Historic District: Yes No Parcel ID: 17-20-31-502-0000- 1510 Wyndham Preserve Lot 159 Residential Commercial [ Type of Work: New® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : 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@mulhernkulp.com Bonding Company: NA Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces; boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shalt be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 U)-r> Permit Application 5:p - 30 -S 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 comp 'a a with all applicable laws regulating construction and zoning. l Is) - si of er/Agent Date Signature of Contractor/Agent Date Robert Willets Print Owner/Agent's Name Print Contractor/Agent's Name 9 1s Signature ofNotafy-St o Flor- MaYne 'ra Date NOTARY P LIC a 4 STATE OF FLORIDA y Comm# GG113111 s,,VCE Expires 6121/2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Nota -State of Florida Date S Shayne Mangel o NOTARY PUBLIC STATE OF FLORIDA i Comm# GG113111 Contractor/Agen is PRMRnown to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical R Mechanical© Plumbing® Gas Roof Construction Type: V5 Occupancy Use: Total Sq Ft of Bldg: 2 6 5 Co Min. Occupancy Load: 013 Flood Zone: - of Stories: 2 New Construction: Electric - # of Amps I1 0 Plumbing - # of Fixtures l Z Fire Sprinkler Permit: Yes No © # of Heads Fire Alarm Permit: Yes No W] APPROVALS: ZONING: 14 t UTILITIES: COMMENTS: ENGINEERING: V VVr C, 10 3-11 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. U 3 . L4 °lo ImP 212,\ Di scoverI-U , G-L. WASTE WATER: BUILDING: 54 Revised: June 30, 2015 Permit Application 0• 25• + 840• + 2:000• + 29855- 28.65 + 28.65 14.325 0• 14.33 + 28.65 + 42.98 0• R, Y( t 0 w U I Application No • / ? _ 019 O 1. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Documented Construction Value: $ 1 3) ': 14 Job Address: +t-o I lAJ axus W Historic District: Yes No Parcel ID: 17-20-31-502-0000- 15`10 Wyndham Preserve Lot tl Residential ® Commercial Type of Work: New® Addition Alteration Repair Demo Change of Use n Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite.200 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 No 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: Muihem & Kulp Phone: 215-646-8001 Street: . 20 South Maple Street, Suite 160 Fag: City, St, Zip: Ambler, PA E-mail: sives@rrlulhernkulp.com Bonding Company: NA Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in comp 'a ce with all applicable laws regulating construction and zoning. lS q l l - Sib a of er/Agent Date Signature of Contractor/Agent Date Robert Willets Print Owner/Agent's Name Print Contractor/Agent's Name 9l s Signature ofNotaly-S o Flo&&aync '""" Date NOTARY P LIC STATE OF FLORIDA Y s NCE Comm# GG113111 6/21 /2021 A_, Expires Owner/Agent is y Personally Known to Me or Produced ID Type of ID Signature ofNotaryl-State of Florida Date 1 Shayne Mange] o NOTARY PUBLIC ESTATE OF FLORIDA Comm# GG113111 Contractor/Agee Ois 1s i friown 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: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures, Fire Alarm Permit: Yes No UTILITIES:A5 % Z1 17 WASTEWATER: 1 1' BUILDING: Revised: June 30, 2015 Permit Application Building & Fire Prevention Division PLAN REVIEW COMMENTS Application Number: 17-2801 Date: 12/11/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 2461 Waxwing Way Contact Email: Shayne.Mangel(&starlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.eov. Provide two copies of affected plan sheets and/or supplemental information as requested. Permit submittals will not be accepted without two copies. COMMENTS: 1. The wind design speed on the plans is 136mph. The City of Sanford is located in the 140mph wind zone. Please revise the design of the plans to comply with the correct wind speed. FBC 107 2. The plans include different elevations. The plans are required to be site specific. Only the specific elevation and any corresponding details or floor plans should be depicted on the plans. In addition, the index on the cover sheet should be revised to only include the specific pages that exist in the plans. FBC 107 3. The Electric Page specifies a 200 amp service while the electric load calculations specify a 150 amp service. Please either revise the electrical page or the electric load calculations to show the correct service size. FBC 107 4. The A/C condenser is required to be shown on the plans in the approved location as shown on the plot plan. All applicable plan pages and any electrical details need to be revised, placing the condenser at the rear of the house. FBC 107 5. The Truss Engineering package and layout from the Truss Manufacturer differs from the Truss layout shown on the plans. Please revise accordingly, as the truss layout shown on the plans must match the layout from the Truss Engineer — the truss id's on the plans and truss spacing do not match the truss package from the truss engineer. FBC 107 Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner 1- P 0®. 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: 2461 waxwing way Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1590 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL USE, ONLY, Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway FE-1 The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2801 Reviewed by: Michael Cash, CFM Date: October 3, 2017 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit 9 11 - nf) I Address: 2L4 I BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence Min Max Inspection Description 10 Underground Electric 10 Slab Steel Bond 20 30 Footer Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final UN Max Inspection DescriptionMin 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 r n Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & cc x$ Landscaping in Right -of -Way www.sanfordfi.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 sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a` 7 driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know what's below. size and location of the existing right—of-way and use shall be provided or application could be delayed, Callbeforoyoudig. 1. Project Location/Address: LA--) q X W t 2w 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: C- r1e"j —V-V__ This application is sub ' e by. Property Owner. John Reny Signature: Print Name: 10 Address: 1 Greer) wbc or Phone: '-t-t l - TO - Ct U t Fax: Lt-d - l..ogJ -0-7 OO Email S1r1 e Date: hT o 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 installationlimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its counciipersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable 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 Signature: above statement and by signing this application I agree to its terms. Date: q' 15- )I This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. LPre-pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: (1 Site Inspected by: Special Permit Conditions: Date: November 2015 ROW Use Nveway.pdf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 9 -15 -1-1 Project Name: A V'Ary r eSerLk) ProjectAddress: ` el axu t l l 1 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. Erie KoMten Print Name of nant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO Rev. 02/10/15) Robert Willets Print Name o en. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # Print Name of El. Contractor Signature of El. Contractor FC OnIt `A o El. Contractor License # Progress Energy Florida Power and Light on / I) SanfordCityof Building and Fire Prevention Product Approval Specification Form Permit # Project Location Address As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll Up Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hung Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action \ Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Stren 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 FORM R405-2014 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 159 - 2121 UL Builder Name: Starlight Homes Street: l &'y' C.3 Lk)aA6 U Permit Office: Seminole County ORD City, State, Zip: Sanford , FL , 32773 Permit Number: # 7 - 2 8 0 1 SANL Owner: S11_1Y Jurisdiction: On F1'ARDesignLocation: FL, Sanford) County:: Semino-fe (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types(2379.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1236.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 912.33 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1264.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1264.00 ft2 6. Conditioned floor area above grade (ft2) 2121 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. 11. Ducts R= ft2 R ft2 7. Windows(191.4 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 424.2 a. U-Factor: Dbl, U=0.34 150.42 ft2 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1264.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 853.00 ft2 b. Conservation features b. Floor over Garage R=19.0 411.00 ft2 None c. N/A R= ft2 15. Credits Pstat Glass/ Floor Area: 0.090 Total Proposed Modified Loads: 62.17 PASS TotalBaselineLoads: 63.76 a7 1 hereby certify that the plans and specifications covered by Review of the plans and OTC 01E sT9TF this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance f , ti O withtheFloridaEnergyCode. 11 iIto ' •, ,'`• PREPARED BY: Before construction is completedr; DATE: this building will be inspected for 0 ! o a compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance t tStFloridaStatutes. t IrC with the Florida Energy o e. g` SOD yyE f OWNER/ AGENT: BUILDING OFFICIAL: DATE: DATE: l24 fK- r 7 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 6/ 21/2017 1:33 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 159 - 2121 UL Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2121 Lot # 159 Owner. Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2121 18203.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 853 7932.9 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1268 10270.8 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 97.8 ft 0 853 ft2 0 0 1 2 Floor over Garage Floor 2 411 ft2 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1414 ft2 0 ft2 Medium 0.6 N 0.5 No 0 26.6 ATTIC IRCCV # Type Ventilation Vent Ratio (1 in) Area RBS 1 Full attic Vented 300 1264 ft2 N N 6/21/2017 1:33 PM EnergyGauge® OSA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1264 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 W Exterior Frame - Wood Floor 2 13 49 3 8 0 394.0 ft2 0 0.25 0.6 0 2 W Exterior Concrete Block - Int Insul Floor 1 4.1 33 3 9 4 310.3 ft2 0 0 0.6 0 3 N Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft2 0 0.25 0.6 0 4 N Exterior Concrete Block - Int Insul Floor 1 4.1 7 9 9 4 72.3 ft2 0 0 0.6 0 5 E Exterior Frame - Wood Floor 2 13 49 3 8 0 394.0 ft2 0 0.25 0.6 0 6 E Exterior Concrete Block - Int Insul Floor 1 4.1 28 9 9 4 268.3 ft2 0 0 0.6 0 7 S Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft2 0 0.25 0.6 0 8 S Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 4 261.3 ft2 0 0 0.6 0 9 N Garage Frame - Wood Floor 1 13 24 9 9 4 231.0 ft2 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None 39 3 6 8 20 ft2 2 Wood Floor 1 None 39 2 8 6 8 17.9 ft2 WINDOWS Orientation shown is the entered, Pro osed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W 1 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft 0 in None None 2 N 3 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft 0 in None None 3 N 3 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 3 ft 0 in None None 4 N 3 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 5 ft 0 in None None 5 E 5 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft 0 in None None 6 S 7 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft 0 in None None 7 S 8 Wood Double (Clear) Yes 0.58 0.25 41.0 ft2 1 ft 0 in 11 ft 0 in None None 8 S 8 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 11 ft 0 in None None 9 S 8 None Low-E Double Yes 0.34 0.26 15.4 ft2 1 ft 0 in 11 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 411 ft2 411 ft2 64 ft 9.3 ft 0 6/21/2017 1:33 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000382 2123.8 116.59 219.27 .3431 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block 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 kBtulhr 1080 cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS Supply — Location R-Value Area Return — Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 424.2 ft Floor 2 106.05 Prop. Leak Free Floor 2 — cfm 63.6 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan Feb (]Mar HeatinHJan f X Feb [X] Mar Ventin Jan [ j Feb [X] Mar Ceiling Fans: A r May [Xj Jun X] Jul XK Au [X Sep Apr May E ]Jun E) Jul 4 ] Aug [ Sepp i ArIMayJJun [ jj Jul [ ]]] Au [ Se Oct Nov Oct Nov Oct X Nov Dec Dec Dec 6/ 21/2017 1:33 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 73 0 0 1 - Electric Heat Pump 1 - Central Unit 6/21/2017 1:33 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 114110f= i h .. r ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows- Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Sanford, FL, 32773 New ( From Plans) 9. Wall Types Insulation Area Single- family a. Frame - Wood, Exterior R=13.0 1236.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 912.33 ft 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1264.00 ft2 2121 b. N/A R= ft2 Area c. N/A R= ft2 Ducts R ft2 150. 42 ft2 a. Sup: Attic, Ret: Floor 2, AH: Floor 2 a. 6 424.2 41. 00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 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= ft2 13. Heating systems a. Electric Heat Pump 1. 000 ft. 0. 258 Area 14. Hot water systems 853. 00 ft2 a. Electric 411. 00 ft2 b. Conservation features ft2 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: Jka,,, Date: 9/ca- Address of New Home: op'td l b3)r1City/FL Zip: _ d kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0. 95 Pstat 0 O$ P-.114E SraT 0*6 0L" LN15% 01" Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/21/ 2017 1:33 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 159 - 2121 UL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/21/2017 1:33 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 159 - 2121 UL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2121 sq.ft. Cond. Volume: 18204 cu ft. Envelope Leakage Test Results Regression Data: C: n: a Single or Multi Point Test Data HOUSE PRESSURE ( FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: 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 01-TKE Sr,T T PRINTED NAME: DATE: BUILDING OFFICIAL: DATE: 6/21/2017 1:33 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 159 - 2121 UL Street: City, State, Zip: Sanford , FL , 32773 Design Location: FL, Sanford Builder Name: Starlight Homes Permit Office: Seminole County Permit Number: Jurisdiction: Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage 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: 01 ZHE ST,g7 6/21/2017 1:33 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Prot SJob: Starlight -Wyndham wrightsoft° Project Summary Date: 4/18/2017 Entire House By: Energy Air, Inc Plan: 1802 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: wmv.energyaircom For: Lot 159 - 2121 UL, 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 °F Inside db 68 °F Inside db 75 °F Design TD 24 °F Design TD 18 °F Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 13698 Btuh Ducts 2093 Btuh Central vent (73 cfm) 1901 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 17692 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heating Cooling Area ( ft2) 2141 2141 Volume ( ft3) 18223 18223 Air changes/hour 0.22 0.11 Equiv. AVF (cfm) 67 33 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO360000B AHRI ref 8068612 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 8. 2 HSPF 33800 Btuh @ 47°F 29 F 1070 cfm 0. 068 cfm/Btuh 0. 50 in H2O Backup: Input = 5 kW, Output = 17616 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 17437 Btuh Ducts 3357 Btuh Central vent (73 cfm) 1405 Btuh Blower 0 Btuh Use manufacturer's data y Rate/ swing multiplier 1.00 Equipment sensible load 22199 Btuh Latent Cooling Equipment Load Sizing Structure 1989 Btuh Ducts 385 Btuh Central vent (73 cfm) 2158 Btuh Equipment latent load 4532 Btuh Equipment total load 26731 Btuh Req. total capacity at 0.70 SHR 2.6 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO360000B Coil FB4CNP036L AHRI ref 8068612 Efficiency 11.7 EER, 14 SEER Sensible cooling 23100 Btuh Latent cooling 9900 Btuh Total cooling 33000 Btuh Actual air flow 1070 cfm Air flow factor 0.051 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.83 Capacity balance point = 28 °F Bold/ italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft• 2017- Jun-21 13:age 1 gRight -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACC 1, ...Specific\Wyndham Preserve\Lot 159 - 2121 UL.rup Calc = MJ8 Front Door faces: N Manual S Compliance Report Job: Starlight -Wyndham wrightsoft, Date: 4/18/2017 Entire House By: Energy Air, Inc Plan: 1802 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: wvm.energyair.com Project Information For: Lot 159 - 2121 UL, Starlight Homes Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Outdoor design WB: 75.9°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 22199 Btuh Latent gain: 4532 Btuh Total gain: 26731 Btuh Estimated airflow: 1070 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Actual airflow: 1070 cfm Sensible capacity: 23961 Btuh Latent capacity: 6713 Btuh Total capacity: 30674 Btuh Design Conditions Outdoor design DB: 44.2°F Indoor design DB: 68.0°F Model: CH14NB0360000B+FB4CNP036L 108% of load 148% of load 115% of load SHR: 78% Heat loss: 17692 Btuh Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: Split ASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1070 cfm Output capacity: 33000 Btuh 187% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1070 cfm Output capacity: 5.2 kW 100% of load Temp. rise: 50 °F Meets are all requirements of ACCA Manual S. Entering coil DB: 76.9'F Entering coil WB: 63.9°F Entering coil DB: 66.2°F Capacity balance: 28 °F Economic balance:-99 °F 2017-Jun-21 13:27:52 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCA ...Specific\Wyndham Preserve\Lot 159 - 2121 UL.rup Calc = MJ8 Front Door faces: N Duct System Summary Job: Starlight -Wyndham wrightsoft© Date: 4/18/2017 Entire House By: Energy Air, Inc Plan: 1802 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: www.energyair.com For: Lot 159 - 2121 UL, Starlight Homes Sanford, FL 32773 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.141 in/100ft 0.141 in/100ft Actual air flow 1070 cfm 1070 cfm Total effective length (TEL) 199 ft SupplyDetail Table Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Fam/Din/Kit h 2144 145 108 0.141 8.0 Ox 0 VIFx 49.0 150.0 st6 Fam/Din/Kit-A h 2144 145 108 0.141 8.0 OX 0 VIFx 33.3 165.0 st5 Fam/Din/Kit-B h 2144 145 108 0.161 7.0 Ox0 VIFx 34.0 140.0 st6 Fam/Din/Kit-C h 2144 145 108 0.142 8.0 OX 0 VIFx 31.9 165.0 st5 bath2 h 480 33 27 0.185 4.0 OX 0 VIFx 26.5 125.0 st2 bedroom 2 C 1923 42 99 0.332 6.0 Ox 0 VIFx 4.3 80.0 bedroom 3 C 1566 75 81 0.306 5.0 OX 0 VIFx 11.5 80.0 bedroom 4 h 1348 91 79 0.195 6.0 Ox 0 VIFx 23.7 120.0 st2 c13-A h 194 13 10 0.194 4.0 Ox 0 VIFx 24.2 120.0 st2 Indy C 729 7 38 0.198 4.0 OX 0 VIFx 21.2 120.0 st2 loft c 1782 41 92 0.334 6.0 OX 0 VIFx 8.9 75.0 m, bath h 598 41 33 0.196 4.0 OX 0 VIFx 17.8 125.0 st3 m, bedroom C 2291 88 118 0.199 7.0 OX 0 VIFx 15.7 125.0 st3 pnty-A h 250 17 12 0.146 4.0 OXO VIFx 31.2 160.0 st6 pvAr-A C 235 0 12 0.149 4.0 Ox 0 VIFx 38.2 150.0 st6 v"c c 253 12 13 0.197 4.0 Ox0 VIFx 17.5 125.0 st3 v"c4 h 433 29 25 0.182 4.0 Ox0 VIFx 28.6 125.0 st2 Bold/italic values have been manually overridden 2017-Jun-21 13:27:52 wrightSOft° Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 C ...Specific\Wyndham Preserve\Lot 159 - 2121 UL.rup Calc = MJ8 Front Door faces: N Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st5 PeakAVF 291 216 0.141 533 10.0 0 x 0 VinlFlx SO st1 PeakAVF 291 216 0.141 533 10.0 0 x 0 VinlFlx st6 Peak AVF 307 240 0.141 307 6.0 12 x 12 RectFbg st4 st2 Peak AVF 173 178 0.182 510 8.0 0 x 0 VinlFlx st3 Peak AVF 141 164 0.196 471 8.0 0 x 0 VinlFlx st4 Peak AVF 307 240 0.141 564 10.0 0 x 0 VinlFlx Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox0 1070 1070 0 0 0 0 Ox 0 VIFx Bold/italic values have been manually overridden wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 CCk ...Specific\Wyndham Preserve\Lot 159 - 2121 UL.rup Calc = MJ8 Front Door faces: N 2017-Jun-21 13:27:52 Page 2 Job #: Starlight - Wyndham Performed for: Lot 159 - 2121 UL Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com 3"VTW Scale: 1/8" = 1'0 Page 1 Right -Suite® Universal 2017 17.0.08 RSU17013 2017-Jun-21 13:27:59 m Preserve\Lot 159 -2121 UL.rup Job #: Starlight -Wyndham Performed for: Lot 159 - 2121 UL Sanford. FL 32773 Level 2 ETAL STAND V / 5KW HP 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 Right -Suite® Universal 2017 17.0.08 RSU17013 2017-Jun-21 13:27:59 m Preserve\Lot 159 - 2121 UL.rup 1111111111111111111111111111111111111111THISINSTRUMENTPREPAREDBY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Magi. FL 32746 til,'ANT NAL.OYP aENINOLE COUNTY C:1_ERK OF CIRCUIT COURT r, COMPTROLLER BN Y006 P3 I'-463 (1Pss ) CLERK'S r 2017103577NOTICEOFCOMMENCEMENTREC:ORDEI? 1C1,r13!21.117 02:43:31 1-111 RECORDING FEES $10.00 State of Florida RECORDED BY hde,rnr e County of Seminole Permit Number: Parcel ID Number. 17-20-31-502-0000- 159 C The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Wyndham Preserve, PB 81 Pas 93-102, Lot I s ) Address: GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (if other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, 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. r naltie of perjury,! declare that I have read the foregoing and that the facts stated in it are true o th of my nowledge and belief. Owner s Signature Owners Printed Narne Florida Statute 713.13(1)(g): "The owner must sign the notice of commencement and no one else may be permitted to sign in his or her stead.' State of I L County of t/ 1g I -P The foregoing instrument was acknowledged before me this (a+ day of .20 1 by ' \ C 4 Who is personally known to me 0 Name of person making statement _ rc a OR who has produced identification type of identification produced: a Share Mange! z,VCE1 NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 Expires6/21/2021 r 0 Zit 1 rode POINT OF COMMENCEMENT YNORTHWAEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 BASIS of BEARING) PCP VWNDHAM PRESERVE - LOT 159 PLOT PLAN S89'40'51 "W 606.15' CENTER WAXWING WAY w l POINT OF LINE 50' RIGHT-OF-WAY a' BEGINNING CONC CURB ( PRIVATE ROAD) O 0 7- 0 0 V) N89'40'51 N89'40'51 536.00 40.00' PROPOSED DRIVEWAY 16.0' W J En O a 3i 20.7 0 ao 0 v, 6.0 PORC 7.3 PROPOSED 2 STORY RESIDE 2121 DISCOVERY ELEVATION - U GARAGE -LEFT FFE= 29.6 2.7 0 0 a o o 0 10.0 Ln LOT 159 AREA = 4,400 S.F. ± PROPOSED 5' 1to CONC SIDEWALK Io 0 2 4 10' UTILITY EASEMENT (P) O 2.0' L 0 a O LOT 158 8e 40.00' LOT 175 S890400 ow LOT 177LOT176 LEGAL DESCRIPTION w mo N avi o> N o V) 1 00 0 r H c v 0- 0 aN va U0-0 v z o v o ol Mc ` I p 0 as y N m J n WYNDHAM PRESERVE LOT 159 Proposed) Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. 1311116113loco A_%Y61iy1ii;11341 _ Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows:4 COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00°19'09"E., a distance of 649.64 feet; thence N.89°40'51"E., a distance of 536.00 feet to the POINT OF BEGINNING; thence N.89°40'51"E., a distance of 40.00 feet; thence S.00'19'09"E., a distance of 110. 00 feet; thence S.89°40'51"W., a distance of 40.00 feet; thence N.00°19'09"W., a distance of 110.00 feet; to the POINT OF BEGINNING. Containing 4,400 Square feet, more or less. r— roof menc LB — Licensed LEGEND:ADUSSD—Access/Drainage/Utilities/Sidewalk LBBFP— Backflow Preventer Si 9ht Distance Easement S — Survey PRM—Permanent Ref. Monument R Reported PCP —Permanent Control Point D — Description FP&L—Florida Power & Light P — Plot FFE—Finish Floor Elevation D. B. —Deed Book Water Meter O. R.—Official Records Book M—Water Valve P. B. — Plat Book ICr—Fire Hydrant Pg.— Page RCM —Reclaimed Water Meter Elev.— Elevation RCD4—Reclaimed Water Valve Conc.— Concrete Cable Box BP — Brick Paver m —Telephone Box SW — Sidewalk Electric Box FFE— Finished Floor Elevation O—Utility Pole C— Curb Inlet Guy Pole GTI —Grate Top Inlet Light Pole P. U.E.—Public Utility Easement t--Guy Anchor RCP — Reinforced Conc. Pipe OU--Overhead Utilities PVC — Polyvinyl Chloride O —Storm Sewer Manhole NCS — No Corner Set (Falls in Water) O —Sanitary Sewer Manhole SF — Square Feet EHHo —Electric Handhole D. U.E.—Drainage/Utility Easement Coo —Clean Out FMGD— MAG NAIL & DISK XVD4—Irrigation Control Valve P. K.—Parker Kalon Nail I —Sign SIR — Set 1/2" Iron Rod LB7768 WI>4—Gate Water Valve SPKD — Set P.K. & Disk LB7768 Gas Meter FIR — Found 1/2" Iron Rod LB7768 I-11 —Existing Grade FIP — Found 1/2" Iron Pipe LB7768 CI —Blow—off Valve FPKD— Found P.K. Nail & Disk LB7768 FCM — Found 4"x4" Concrete Drainage Flow Direction 10. 0 —Proposed Design Grade Monument PRM LB7778 10.2—As—Built/Existing Grad Note: Some items in above legen may not be applicable REVISIONS Description I Date I Dwn. Ck'd I P.C. Order No. SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) ames D. Leviner LS6915 ORIDA PROFESSIONAL SURVEYOR & MAPPER NO . .................. LOT AREA CALCULATIONS LOT = 4,400 SQ.FT. LIVING AREA= 853 SQ.FT. GARAGE = 411 SQ.FT. PORCH = 44 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 88 SQ.FT. A/ C PAD = 9 SQ.FT. IMPERVIOUS= 43.4 % SOD = 2,490 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 1,000 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 200 SQ.FT. SOD = 126 SQ.FT. TOTAL AREA AREA = 5,400 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 288 SQ.FT. SOD = 2,616 SQ.FT. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H, in Flood Zone " X" DESCRIPTION: PROPOSED LOT 159, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole rri County, Florida o CJ 555 Winderley Place, Suite 109 y Maitland, FL 32751 Phone: ( 321) 270-0440 Fax: ( 813) 248-2266 Licensed Business No. LB 7768 a GeoPoint Surveying, Inc. Drawn: MTP I Checked:JDL I P.C.: Data File:BrissonEast-Plat Date: 6/26/17 Dwg: BrissonEast-Lot159 Order No.: ^-' SEC. 17 - TWIN. 20 S. - RNG. 31 E. Field Bk: NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL UCORD lcU PAZLILMIER? C ELECTRIC Starlight Homes 2121 Discovery, Wyndham Place LOAD CALCULATION June 9, 2017 I. HVAC LOADS INEC 2011- 220.82(C)(3) - MI ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.00 TON 5.40 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.07 KVA TOTAL LOAD FOR COMPRESOR @ 100% 5.40 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 10.39 KVA II. GENERAL LOADS 1NEC 2011 - 220.82(B)(1) - (4)1 LIGHTING 2121 Sq Ft @ 3VA/Sq. Ft 6.36 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 1.5 LAUNDRY CIRCUIT 1.50 KVA 1 5 DRYER CIRCUIT 5 STACK WASHER/DRYER # 7 - 2 8 5.00 KVA 1 4.5 WATER HEATER (1) 4.50 KVA 4.5 WATER HEATER (2) 1 1.2 DISHWASHER 1.20 KVA 1 0.8 DISPOSAL(1) ox,o 0.8o xvA 0.8 DISPOSAL(2) 72 RANGE/OVEN (1) 1 12 RANGE/OVEN (2) 12.00 KVA T2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 2.5 MICROWAVE CIRCUIT 2.50 KVA 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AMP POOL CIRCUIT 19.2 80AMP POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 36.86 KVA 1ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.75 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B)l 20.75 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.75 KVA TOTAL DEMAND LOAD {NEC 2011 - 220.82(A)l 31.13 KVA MINIMUM SERVICE SIZE 129.71 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram Typical 150 Amp Interior0Panel SANFORD 150 iA0"ARTIN Metre- Ma r 150 Amp Main 120V/ 240V 1 7 - 2 8 0 1 2/ 0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL EC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode RECORD COPY Cascade ESG 07/21/2014 R 08/04/2015 It's the SIMPLEFRAMING SY8TEK8",. featuring beams, joists and rim boards that work together aousystem, uoyou spend less time cutting and fitting. nfact, the SIMPLE FRAMING SYSTEM" uses fewer pieces and longer lengths than conventional framing, ooyou' ll complete jobs inless time. You' ll Build Better Homes with the SIMPLE FRiUING SYSTEM"', Now it' s easier than ever todesign and build better floor systems. When you specify the SIMPLE FRAMING SYSTEMO. your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM" also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have fUCost More Boise Cascade Engineered Wood Pmduots'S| W1PLEFRAMING SYSTEM' often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There' s less sorting and cost associated with disposing ofwaste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost nomore. Environmentally Sound Asanadded bonus, floor and roof systems built with BC|11Joists require about half the number oftrees uothose built with dimension lumber. This helps you design a home both you and future generations will boproud toown. What Makes the SIMPLE FRAMINGSY TE SO Simple? 7 H0O[ and Roof Framing with Bc|" Joists Light inweight, but heavy-duty, 8CIO Joists have abetter strength /weight ratio than dimension lumber. Knockouts can boremoved for cross - ventilation and wiring. Product Profiles, 8C111 Architectural Specifications ......... 3 About Floor Performance, BC11 Residential Floor Span Tables, One Hour Floor/Ceffing—. ........ 4 8C111Floor Framing Details ... 5'0 BC11Joist Hole Location & Sizing, Large Rectangular Holes ... 7 Boll Cantilever Details, Web Stiffener Requirements 0 9 8O11 Floor Load Tables ........................... /0 12 8C1111Roof Framing Details ........................ / 3 14 BC111 Roof Span Tables ..15'/0 BC111 Roof Load Tables ......./0 23 8C11Design Properties, 8C10A0owmbleNail Spacing 24 G CeUngs Framed with BCYm Joists The consistent size ofBC|11Joists helps keep gypsum board flat and free ofunsightly nail pops and ugly ohodowo, while keeping finish work bo ominimum. ZVERBA- LAyWIBe amsfOrF|Oor nd VOfFr8nming These highly -stable beams are free ufthe large- scale defects that plague dimension beams. The result ioquieter, flatter floors ( no camber) and no nhhnkago'm|atedooU'bonkx. RBoiSe Cascade Ri0bOBFd Boise Cascade Engineered Wood Products offer several engineered rimbnond products regionally, including BCRIM BOARD" 0SB. BCRIM BOARD" and VERSA' R|KA'(check supplier orBoise Cascade EVVP representative for ovoi|abi| ity).These products work with BC|OJoists ho provide asolid connection otthe critical floor/wall intersection. VERSA -LAM' Products, Specifications, Allowable Holes ..... 26 VERSA-LAMODotails, Multiple Member Connectors 27 VERSA-LAM5Floor Load Tables ( 1V0%Load Duration) 20 VER3ALAM Snow Roof Load Tables ( 115%Load Duration) ..... 23 VEROA-LAMONon-Snow Roof Load Tables (125%Load Dumtion). 30 VERSA-LANO Closest Allowable Nail Spacing 3/ V£ RSA-LAMODesign Values ....... .. 31 VERSA-LAM"10275VColumns, VERSA'S7UD" 1720J0 32 Computer Snftwam 8CFRAMER 8CCALCw............ 33 Framing Connectors: Simpson, U3P. . 34'35 Lifetime Guarantee . .. . ... . . . . . Back Cover Eastern BCI2.1AJSt_S. VERSA-IAM® VERSA-IAM® VERSA -LAM® BCI® 4500s 1.8 BCI® 5000s 1.8 BCI® 6000s 1.8 BCI® 6500s 1.8 BCI® 60s 2.0 BCI® 90s 2.0 1.72650 1.82750 2.03100 1Y2'T 1'/2"T } 1'/a'T T 1'/9"T " T 9Y"T I Il i jf' i 112" /e /" 14" /„ 16 8 j!] toW' j? 3'/i' 91 / 14,1 z 11 /8 11 /a' 11 / e 11 /" # ' 3'/2' ;;i to 1 ] 7 9'/i' a a z 14" 1414" 1 t st' 3 I I-- ---1 I 1- 1'/ 4" 2" 25/16 29/1fi' 25/1 ' 3'/i' 1'/2' 1'/." 3W 3%' to 5'/d' 1 Y=' 1'/." Some products may not be available in all markets. Contact your Boise Cascade EVVP representative for availability. 3'/z', 5'/1' BCI` and VERSA -LAW products shall be installed in dry -use applications only.. per their respective ICC ESR evaluation reports. Scope: This work includes the complete furnishing and installation of all BCI® Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI® Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM® laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Design: The BCI® Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI® Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI® Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI® Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI® Joists straight and plumb as required and to assure adequate lateral support for the individual BCI® Joists and the entire system until the sheathing material has been applied. Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. Residential. -Floor Span Tables_ _.. About Floor Performance Homeowner's expectations and opinions vary greatly due to the increase the joist depth, limit joist deflections, glue and screw a subjective nature of rating a new floor. Communication with the thicker, tongue -and -groove subfloor, install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level -bearing supports, and install a direct -attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the The floor span tables listed below offer three very different floor's performance. The most common methods used to increase performance options, based on performance requirements of the the performance and reduce vibration of wood floor systems is to homeowner. THREE STAR*** FOUR STAR**** CAUTION MINIMUM STIFFNESS !CAUTIONALLOWEDBYCODE * : Live Load deflection limited to 1_/480: The Live Load deflection limited to L/960+: Live Load deflection limited to L/360: common industry and design community In addition to providing a floor that is 100% Floors that meet the minimum building standard for residential floor joists, 33% stiffer stiffer than the three star floor, field code L/360 criteria are structurally sound to than L/360 code minimum. However, floor 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'/z' and 1134.' performance level for the more discriminating This table should only be used for applications deep joists without a direct -attached ceiling. homeowner. where floor performance is not a concern. Joist BCI® Joist 12" 1 16" 19.2" 24" 32" 12" i 16" 19.2" 24" 1 32" 12" 16" 19 2" 24" 32" Depth Series 0.c. o.c. O.C. O.C. O.C. o.c. o.c. f o.c, O.C. o.c O.C. O.C. o.c. O.C. O.C. 4500s 1.8 16'-11" I 15,-6" 14,4" 13'-7" 11'-9" 11,-6" 11,-6" 10'-0" 10.4. y 9'-7" 18,-9" 16'-8" 15'-3" 13,-7" 11'-9" 5000s 1.8 1T-6" 16'-U' 15-2' 14'-1" 't 12'-0" 11'-0" 11'-6" 10'-0" 10'-0" : 9'-11" 19'-4" 17'-9" 16-4" 14'-7" 12'-5" 6000s 1.8 18'-2" j 16-8" 15'-8" 14' S" 13'-4" 11'-0" 11'-6" 10--0" 1 U-0" 10'-0" 20'-2" 18'-5" 1 T-5" 15'-9" 13 8" 6500s 1.8 16-8" 17'-l„ 16'-l" j 16-0"' j 13'-8" 11'-0" i 11'-6" 10'-0" 10-" 10'-0" 20'-8" 16-11" 17'-10" 16-7" 14'-3" 4500s 1.8 20'-0" ; 18'-4" f 17'-3" 15'-5" i 13'-4"_ 15 6' 14'-3" IT-5 " 12'-6" 11-4" 21'-10" 18'-11" 1T-3" 15'-5" 13'-4" 5000s 1.8 20-9" 19'-0" 17'-11" i 16'-7" i 13'-4" 15'-6" 14'-9" 13'-11" 12'-11" 11'-9" 23'-0" 18'-0" 16'-7" 13'-4" 6000s 1.8 21'-7" l 19'-8" , 18'-7" i 1T-4" 14'-10" 15-0" 15-4" 14'-5" 13'-5" 12'-l" 23'-10"'_10" 27-5' 20'-0" 17'-11" 14'-10" 11 %" 6500s 1.8 22'-2" 20'-3" 19'-2" j 1T-10" I 14'-10" 16'-0" 15'-10" 14'-11" 13'-10" j 12'-7" 24'-0" 21'-1" 18'-10" 14'-10" 60s 2.0 23'-7" 21'-0" 20'-4" j 18'-lV 16'-4" 16-0" 16-9" i 15-9" 14'-0" : 13'-3" 26-1" 23'_10" 22'-0" 21'-0" 16'-4" 90s 2.0 pE { 26'-7" ;'', 24'-3" ( 22'-10". 21'-3" . ( 19'-4" :- 19'-0" ''. 18'-10" 1 17'-8" 16'-5" j 14'_10" 29'_5" 26'_10" 25'_3" 23'-0" 19'-4" 4500s 1.8 22'-9" 20'-7" 18'-9" j 16-9" j 13'-11" 1T-10" 16'4" 164" 14'-3" 13'-0" 23'-10" 20'-7" 18'-9" 16'-9" 1T-11" 5000s 1.8 23`-7" 21'-7" 20'4" 16-0" '3 13'-11"' 18'-6" 16-10" 15-11" 14'-9" 1T-5" 26-7" 22'-1" 20'-2" 18'-0" 1S-11" 6000s 1.8 24'-6" 22'-5" 21'-2" I 19'-0" „j 15-5" 19'-2" ; 17'-0" 16-6" I 15-4" !, 13'-11" 2T-1" 23'-11" 21'-10" 19'-6" 15-5" 14" 6500s 1.8 25-2" 23'-0" 21'-0" F 20'-2" 15'-51, 19'-8" 17'-11" 16-11" 15-8" 14'-3" 27'-9" 25-2" 27_11" 20'-0" 15-5" 60s 2.0 26-9" 24'-5, 2S-0- ( 21'-5"-' 1 16'-4" 20'-11" ' 19'4" 1T-11" I 16'-7" `' 15-1" 29'-7" 27'-0" 25'-0" 21'-10" 16-4" 90s 2.0 30'-1" { 27'-5" 25-10" 24'-0": 19'-6" 23'-0" 21'-4" 20'-0" 18'-0" 16-9" 33'-3" 30'-4" 28'-7" 26-0" 19'-6" 4500s 1.8 25'-2" 1 22'__0" 20 1; 17'-11" t 14,-l' 1 19' 9" 18'-0" 17'-0" 15-10" 14--l" 25-5" 22'-0" 20'-l" 1T-11" 14'-1" 6000s 1.8 27'--0" 24'-9" 23'-4" ! 20'-10"- 15-9" 21'-2" 19'-4" W-2" 16-11" 16-4" 29'-0" 25-6" 23'-4" 20'-10" 16-9" 16" 6500s 1.8 27'-9" 25'-4" 23'-11" 21'_1" 15-9" 21'_9" 19'-9" 18'-0" 17'-4" i 15'-0" 30'-8" 26-11" 24'--6" 21'-1" 15-9" 60s 2.0 29'-7" l 27'-0" 25-6" 21'-10"' 1 16-4" " 2S-2" 21'-l" 19'-10" 18'-5,. 61-4" 32'-8" 29'-10" 27'-4" 21'-10" 16-4" 90s 2.0 33'-4" 1 30'-4" 28-4" . ( 26-2" ,r ; 19'-7" 26-0" 23'-7" 122'-2" 20'-0" 18'-7" 36-10" 33'-7" 31'-8" 26'-2" 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32' minimum plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 718' plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet.) d , ,..«.. eax-.wF-... ,. :.>-.,_ •Rn ".a.-4Piia,: .. 5.:. : mc4`..'-:,,5 +n+.-.`e%»'v4.u.P 9 Ys'n°x --€. ,rw :^. :.':X MM°"a"'m.^nh':.%,.°.ti..:.' a-«........—.. 4 See the US version of the Boise Cascade Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o.c. or less. 3. Two layers W Type X or two layers''%" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 or Add 3'/2" glass fiber insulation to fire assembly: STC=55 or Add an additional layer of minimum W sheathing STC=61 [!ITIC=50 and 9%" glassfiber insulation to fire assembly: e. e• NOTE When installing Boise Cascade EWP The illustration below is showing several suggested BCI® blocking or 2x4 "squash" block on each products with treated wood. applications for the Boise Cascade EWP products. side required when supporting a load -bearing use only convectors/fasteners It is not intended to show an actual house under wall above. that are approved for use with construction. A the correscooding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI'r JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (1x4 min.) 8' on center max. Fasten at each joist with 2-8d nails minimum. \ Dimension lumber is not suitable for use as a rim board in BCI"D floor systems. fi 1 1 BCI® rim joist. - See page 6. A BOISE CASCADE® Rimboard. See pages 6 and 25. For load bearing cantilever details, see page BCI., Joists, VERSA. -LAW and ALLJOIST'', must be stored, installed and used in accordance with the Boise Cascade ESOP Installation Guide. bulding codes, and to the extent: not inccnsstent with the Boise Cascade Ev?/P Installation Guide, usual and customary building practices and standards. VERSA -LAM`, ALLJOIST'-', and BCI" Joists must be wrapped. covered. and stored of` of the around on stickers at all times prior to installation. VERSA -LAM', ALLJOIST" and BCI"' Joists are intended only for applications VERSA -LAM® header or an BCI® header. 11/2" knockout holes at approximately 12" o.c. are pre -punched. FhhL15;° 5 See page 7 for allowable hole sizes and location. VERSA -LAM® LVL beam. Endwall blocking as required per governing building code. BCI® Blocking is required when joists are cantilevered. that assure na exposure to a-eather or the elements a-d an environment t^at is tree from moisture from any source or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store. use or install VERSA -LAW. ALLJOIST , and BCF Joist in accordance with the Bcse Cascade EWP Installation Guide will void t: e limited warranty. SAFETY WARNING PRODUCT HANDLING TO AND AT JOB SITES DO NOT ALLOW WORKERS ON BCI'' JOISTS UNTIL ALL HANGERS, BCI RIM JOISTS, RIM BOARDS, BCI BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI® Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCP' joists in the flat direction. VERSA -LAM-' is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. 11„E-'.c Additional floor framing details available with BC FRAMER° software i BCI• BCI® Joist rimjoist. ] blocking. s deR lb Dimension lumber PJintosuitableisnotsuitablefor Nause as rimboardCawith BCI° Joists.RiBCimension lumber is not Blocking may be required8d for useasrimPerpendiculartowall, each flange. board with BCI° Joists. consult design professional Use of BCI° rimjoist requires 2x6 of record and/or local building official. wall for minimum joist bearing. i BOISE CASCADE" Top Flange or Face //One 8d nail Rimboard Mount Joist Hanger !each side at j/ bearing „ Solid block Note: BCI° floor all posts joist must be from above designed to carry I+-1' h" minimum bearing to bearing wall above when i length ( 13/4" required for below. not stacked over 18" and deeper joists) wall below. VERSA -LAM® To limit splitting flange, start nails at least 1%" Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. BCI® Joist Slope Cut Reinforcement natail halnw roctnrac original allnwahlo t " For load bearing wall above stacked over wall below). Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consul local building official. 1 ' Load bearing Double Squash Block Vertical Load shear/reaction value to cut end of BCI°joist BCI® Joist shall not be used as a collar or rafter tension tie. 2 x 6 nw,. rafter. Rafter shall be sul) ported by ridge barn or otheripperbearngsuoporr 6 1" ibffl Joist Spacing linj Size 12 1 16 19.2 1 24 2x4 4463 3347 .2789 2231 2x6 7013 15259 4383 3506 wall above _ min' x. stacked over 1. Squash blocks are to be in full contact _ BCrz wall below) with upperfloor and lower wall plate. H el 1 p'n BCI® Joist ._ a Depth blocking. 2. Capacities shownareforadouble s=e 2xblock. squash blocks ateachjoist,SPFor able 1 better. below) 2x blocking required at bearing (not shown for clarity). 1 Backer block Double BCI® Joist + 23/32" min. plywood/OSB rated sheathing as reinforcement minimum 12" Sheathing or Install reinforcementwith face grain horizontal. Install on wide). Nailwith _ . COM@CtlOrl rimboard both sides of the joist, tightto bottom flange. Leave Joist 10- 10d nails. Filler Block closure minimum W gap between reinforcement and bottom of Hanger • (see chart below) top flange. Apply construction adhesive to contact BCI® Joist surfaces and fasten with 3 rows of min. 10d box nails at blocking 6" o.c. and nailing from each side and clinch. required for o Filler block. Nail with 10 - SOd nails. Backer block required where top flange joist hanger load exceeds 250 His. ln4t.l1fighttntnnflnnco cantilever. Web - Filler Nailing er ' on - centerConnectionvalid for all For load bearing cantilever, see pages 8 applications. Contact Boise Cascade and 9. Uplift on backspan shall be FWPFnginaarinef r. n ifirr nditinne considered in all cantilever designs. End Wail Bearin Mrifinum Heel Depth Roof Pitch 6/12 1 7/12 8112 9112 10112 12112 2 x 443/6" 45/,6" 4'/4" 4'/4" 41/." 4'/." 2 x 61 3'/e" 3'/,6" 25 fi' 2 " 29/,fi' Z " LATERAL SUPPORT BCI® Joists shall be laterally supported at the ends with hangers, rimboard, BCI® rim joist or blocking panels. BCII blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. MINIMUM BEARING LENGTH FOR BCIO JOISTS Minimum end bearing: 1%" for all BCI®Joists. 31h" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 1Y4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/ 5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/ 60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI® 6500s/ 90s rim joist: Toe -nail top flange to rim BCioist with 2-10d box nails, one each side of flange. rim joist, rim board or BCI® blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI )oisttosupport: 2-8d nails, one on each side of the web, Jlaced 1% inches minimum from the end of the BCI Joistto limit splitting. SheathingtoBCl®joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12 o. c. in the field (IRC Table R602.3(i)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer sppacing than IRC. MaxI um bracing spacing for full lateral stability® 18" for BCI® 4500s & 5000s, 24" for larger BCI joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer BlockThickness Filler Block Thickness 4500s or 3/4" 1 Two %" wood panels or 1.8 wood panels 1_2 x 5000s 3/ 4" or'/s" Two 3/4" wood panels or 1.8 wood panels 2 x 6000s 1%" or two 1h" 2 x +'h6" or 1.8 wood panels I 1h" wood panel 6500s 1%" or two Sh" 2 x + %" or 1.8 wood panels T4" wood panel 60$2. 0 1%"ortwo 'h" 2x_+'Irb"or wood oriels rfe" wood panel 90s 2.01 2 x_ lumber Double 2 x_ lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus r/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI`' JOISTS FROM THE WEATHER BCI'Ijoists are intended only for applications that provide permanent protection from theweather. Bundles of product should be covered and stored off of the ground on stickers. BCfI RIM JOISTS AND BLOCKING Depth in] Series Vertical LoadCapacity":; pit) No W. S.I' i W.S.ni 9n 4500s 1.8, 5000s 1.8, 6000s 1.8 6500s 1. 8 2300 N/A 4500s 1.8, 5000s 1. 8, 111 6000s 1.8 6500s 1.8 2150 N/A 60s 2.0, 90s 2.0 2500 N/A 4500s 1.8, 5000s 1.8, 14" ' 6000s 1.8 6500S 1. 8 2000 N/A i 60s 2.0, 90s 2. 0 2400 N/A 4500s 1.8, 6000s 1.8, 16" 6500s 1.8 1900 2500 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable u., .. • as ... ..: al.'.. •i; a ;t-_ :.. BCI® Joists are manufactured with 1'/2" round perforated knockouts in the web at approximately 12" on center Minimum spacing = 2x greatest dimension p _.7 of largest hole (knockouts exempt) f see table below) i 1 (see table below) l l''i t— No holes (except knockouts) '-- - A 1%" round hole may be h IL allowed in bearing zones cut anywhere in the web. 11 Do oot cut holestyProvideatleast3" of larger than 1'/2" clearance from other holes, round in cantilevers. Minimum distance from support, listed In table below, Is required for all holes greater than 1 vz e M' Round Hole"Diameter[n]i '2., :) 3 8%6 ] 9 10 11 ""`I ' 12 13' Rectangular Hole Side { 3 ( 5 l 6 7 i [ - ' 1 8 1'-0" 11 1 1" j 1 5" 2'-1 2'-9" 3' 1" 3 5" Any g,/2„ S[ftln 1i21012" 2 2 3'-2 4'-2" 4'-8" 5 2 i Joist 16 1 0" ( 1'-7" 2 11 4'-3 5 7" 6 3 11" 6 Round HoleDiameter[in] 2 . 3 4 I 5 6 6'/z i 7 8 8%s (, 9 ; ] 10 11 12 13 Rectangular Hole Side 8lLl- 6 1 0" 1'-1" 1 5 1'-10 ' 2'-4" 2 3 4 3'-9 ' Any 12 1 -0" ` 1' 4" j 2' 1" 2'-10 3'-7" 3'-11" 4'-3" 5-0' I S' 8" Span 11 % ft Joist [ ] 16 1' 0" 10 j2 10 3' 9" 4 9" 5'-3" 15' 9" 6 9' I 7'-T' 20 1 1'-1" 2 3' 3 6 i 4'-9 5 11' 6 7 7'-2" 8 5 9'-6" Round Hole, Diameter 2 3 J 4 5 6. 6'/2 i 7 8 8%a 9 10 11 12 13 Rectangular Hole Side i 2 r 3 9 3 5 6 - 6 8 9 i =- 8 11-11, ( 1'-2" 1'-3' 1'-8" 11 10' 2'-1" 2-6' 2'-10" 2'-11" [ 3'-4" 3'-8" 12 1'-0" i 1 1" 1 -3" 1'-10 2 -6" (2 10 3'-1" 3 9 4'-3" 1 4'-4" 5 0" 5'-7" Any 14" Span i 16 1'-01. 1 1 F1 8 2'-6 3 4" i 3 9" € 4'-2" 5 -0" k 5-8" 5'-10" 6'-8" T-5" Joist 20 , 1'-0,. 1 1" ] 2'- 1 ' 3'-2 4'-2" ; 4'-8" 5'-2" 6' 3" T-2" T-3" 8' 4" 9'-4" 24 1'-0" 1'-4" [ 2'-6" 3'-9" 5'-0" ,I 5'-8" 1 6' 3" 7 6" 8' 7" (8' 9" 10 0" Round Hole Diameter [in] 2 3 4 5 6 6'/2 i 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 5 5 6 8 9 10 8 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" ! 1'-3" 1'-T' 1'-11" 2'-0" : 2'-5" 2'-9" 3' 2' 3'-7" 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-6" 1'-10" 2'-5" 2'-11" 3' 0" 3' 7" 4'-2" 4'-9 i 5'-4" Any Span 16" 16 I 1 =_ 1'-0" 1 1" 1 2" 1'-2 1 -8" 2 1 2'-6" 3'-3" 3'-11 4'-0" 14'-10" 5'-7" 6'-4" i T-2" Joist 20 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" 3'-1" 4'-1" 4'-11 5'-1" 6'-0" 7'-0" 8%0 =8'-11" 010'-9" 24 1'-0" 1'-1" 1'-2" 1'-4" 2'-6" 3'-1" 3'-9" 4'-11" 5'-11" 6'-1" : T-3" 8%5" 9'-7" u0 NOT cut or notch' flange? Yr , s DO s cut in web area as specified g: 0 Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 1%" round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1%" knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC® software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC® software. Large Recta n lar_Holes in EEC Joists a z, Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Singe Safi Joist Muitiple Spars Joist See Max Hole Size on tt hole Chart for Joist Depth 1h Joist Span--- ,------ Minimum 2x diameter/ width of largest hole Simple Span Joist VV Min-----.-._.....------- Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC® sizing software tt hole _See Max Hole Size on, Q hole fi Joist ---wi Chart for Joist Depth-- . f.....-%Joist —.'. Span _ San Multiple Span Joist ITV Min--- —Multiple Span JoistlT-0"Min-------s Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. Cie ., .f a -,Ca< 1 r. t_.... (. -A, s HLD N _ Roof Total Load [psf Joist Spacing inoO o 16 119.21 24 1 16 119.2124 16 119.21 24 24 0 0 i 0 I 0 1 0 1 X 0 XX 26 0 0 1 0 0 0 1 X 0 X X 28 0 0 iX'0 X'XiX X X 30 0 OrXX'XXX 32 0 0 X 0 X( X, X X X 0 34 0 0` X 0 I X ', X I X X_ X 36 0€ XIX;X!XIXtXXIX 38 0 X XfXIXIX X X X 40 0 XrX_ X(X XrX XX 42 0 X XtX'IX(XiX X X 24 0 0 0 '' 0! 0 1 X O X X 26 0 0 0 0 I 0 I X 0 X t X 28 0 0 1 0 X X X X X 30 0 0° 1 1 0 X X X X X 0"32 0 0 Xi0rX XIX XIX o 34 0 0 XX X!X 36 38 0 0` X X i X 1 X X X X O X XIXX X X X ti 40 rX 0 X X X X `XIX X X 24 0 0 0 0 0 0 t 0 X X J 26 0 0 0 "0 1 0 ( X 1 0 Tx« X 28 0 0 0 0 0 X I X X X 30 0 0 1 0 0[ O X 1 X X X 0 32 0 010 0' X X X X X o 34 0 0 X( 0 XIX XiX'X 36 01 0 X 0 X X X X X 38 0 0IXXX+ X XXX m00X 40 rX X X-1 X±X X 24 0 0 I 0 0, 0 0 i 0 0 X 26 z8 o o o E o o o o l x x 0 0 0 0 0 l o o x' xV00 30 O 00X0'X X 0 32 34 00 0 0 0 X 0 i X X 0 0 00 XIX X X ID 36 0 0 1 X OTX WX ` X X 1 X 38 O OfX 0-X X XiX X 0 X} 0 X X i X E X X 24 0 0 0 0 0 jWS0 i X 26 0 0 (00 0 WS 0 0 X 28 30 0' 0 0 0 [ 0 X 0 iWS1X 0 0 0 0 i 0 X{ 0 I WS X H.32 0 34 0 01WS 010 X 0 XsX 0 i 0' WS , 0 0 X 0 1 X X WSi WS X{ X X 38 00 0 0 1 O i 0 X 0 i X I X X X X 4o 0 0 X 0 X X; X X X 42 0 .0 - 0 p,_ X_ .. X X X X I 24 0 0 00 0 WS 0- 0 1 26 28 00 00 0 WS10 0 1 0 0 0 0` 0 WS 0 0 X o" 30 32 0 0 WS1 0 0 1 0 0 X 0 0 1WS O j 0 1 J 0 1 X 0 34 0[ 0 WS' 0 WS X O j X X 36 0[ 0 WS 0 I WS X 0 38 0 0 OWSi 0 WS; XfX X3X 40 0010i1[X'X.X X 24 0 1 0 "1 0 1 0 0 i 0 0 0 WS 26 0 0 0 i 0 0 0} 0 0 1 28 0 1 0 0 0( 0 IWS ; 0 0 1 30 0 0 0 0 [ 0 WS 0 I 0 X o. 32 0 0 0 0; 0 1! 0 jWS X 34 0 0 WS! 0 3 0 1 0- 1 r X m 36 38 0 0 WS 0 0 1' 0 X 1 X r r .- 0 j 0 WS 0 X 0; X X 40 0 0 i 0 11 0 ? WS X X i X X y _ Roof Total Load psf 35 45 1 55 0 16 Joist S acing fin 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0} 0 j 0{ 0 0 f 0 1 26 0 0 1 0 YO 0 0 0 0 f X 28 0 0 0 0 0 0 0± X 30 0 _ 0 0 0 I 10 0€ X Boa 32 0i 0 0 0 j 0 _) -X_ 0)00 j0 jX 1 X_ 36 0 j0!0 0 0!X O1X_ w ... 38 0 010 OG O X 0 1TX 40 0 .0 1 0 E O X r 0 X X 24 0 0 1 0? 0 0 1 0 0 0 11 x m 26F 0 0( 00 0 0 0 1 a 280 0 0 WS 0 E 0 X 300 0 0 1 0 0 X m 320 0 01 0 1 X m 340 j 0 X 0 1 X 36WS' 0 0 i X 0 1 X 38 0 0!1 0 SOX 0 1 X 40 0 011 0 1 SX11 XX A 24 0 0 1 0 0_ j_ 0 i 0 0 0 0 g 9-f 26 0 i o 0 0 T{- 0 0 0 0 0 28 0 0 i 0 i 0 0 r 0 0 0 0 30 0 0 0 i 0 0 [ 0 0 0 `0 rn , 32 0 o 0 0 0- 0 0 0 0 34 0 0 0 (0 0 0 -0 0 1 36 O' 0 0 0 0 0 0 0€ 1' f 38 0 0' 0 0 0 0 '0 0 1 M 40 0 0 0 0 0 0 0 0 12 24 0 0 0 0 1 0 0 j 0 0' WS 26 0 0' 0 1 0 0 hws_`_o 0 ws 28 0' 0 0 0._ 0 WS1 0 0 j 1 1 30 0 0 0 [ 0 ( 0 IWS 10 WS l X t. ._ _ .__._.. y 32 0 O j0 O 0. WS 0 WS X 0 34 0 0 'WS 0 0 1 0 WS + X D 36 0 00 WS 0 0 t X 0 rT X 38 0 0 IWSi 0 WSs X 0 Xv 40 0 0 Vs 0 1 WS j X I WS X X 42 0 0WSj 0 X [WS; X X 24 0 0! 0' 0€ 0 WS, 0 0 WS 26 0 0 Of 0 0 WS I 0 i 0 'WS zs o oo;o o WSr0 Ws 1 m 30 0 0 lWS1 0 0 WS 0 MS 11 for° 32 0 0 IWS0 0 WSJ 0 WS 2 34 0+ 0WS 0 WSJ 1( 0 WSI X 36 0 0WS1 0 jWS 1 0 WS[ X 38 0 0 WSJ 0 fWS 1 1WS, 1' X 40 0 0 WS 0 (WS{ 2 ]WS' 1 X 24 0 0 0 0 1 0 f 0 j' 0 0 ;WS 26 0 0 1 0; 0 1 0 0 0 i 0 WS 28 0-0 1 0 0 0 IWS 0 0 WS 30 0 0 0[ 0 1 0 IWS) O j 0 1 0 32 0 0 0 0 0 jWS, 0 WS 1 0 34 0 0 f 0 0 0 WS 0 WS 1- m -- r 36 0 L0 WS 0 0 _WS, 0 WS 1 a art 38 0 1 0 WSi 0` 0 i 1 0, 1 2 0 WS! 0 WSr 1 0 1- 2 24 0 0 0 1 0[ 0 0[ 0 0 'WS 26 0 0 0 0 E 0 0 0 0 'WS 28 0 0 0 0 0 WS 0 0 ,WS s,t 30 0 0 0 0 0 [WSh 0 0 1 0 32 O f 0 0 0 0 WS! 0 WS' 1 uoi 34 0 0 0[ 0 j 0 IWS: 0 1WS 2 36 0 0 IWSI 0 0 ' WS 1 0 MS 2 38 0 i 0 WS' 0( 0 1 0 1 2 40 0 P 0WS; 0 fWS 1? 0 1 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC® software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC® software. KEY TO TABLE 0 .... No Reinforcorn—, - 2equ rad WS .... eb Stiff. Hers 3t S+ t;oport 1 .... V4cb Stiffeners Plus One SSein; orce? 2 .... `Veb Stiffeners Plue Two Reinforcers X .... Ui e Deeper Joists or Causer Spacing PLYWOOD / OSB REWFORCEMENT if Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI® Joist. Nail to the BCI® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with The tables and details on pages 8 and 9 indicate the loading that exceeds the loads s®own e of reinforcements, if an that are required for load- shall be analyzed with BC CALC 2' 0" P Y' q software. Backer block bearing cantilevers up to a maximum length of 2'-0". Cantilevers longer than 2'-0" cannot be reinforced. These requirements assume a T-W However; longer cantilevers with lower loads 100 PLF wall load. Additional support may be allowable without reinforcement. Analyze may be required for other loadings, a Uplift on back span shall be specific applications with the BC CALC1 software. see BC CALC® software. considered in all cantilever designs 23/32" min. plywood/OSB or rimboard closure. Nail with 8d nail into each flange. \ on-Lo.d E3earngx.all:ar til r: Details: BC1" Joists are intended only for applications that Fasten the 2x8 minimum to the BCI® Joist by nailing through the backer block and provide permanent protection from the Weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI® 90s 2.0 joists. Clinch all nails. BCI®Joist blocking Wood backer block Panel Closure See page 6 of Eastern 2z8 minimum Specifier Guide Wood Structural BCI Joist 2x Closure 1 r \ /blocking k s Section Drywall Ceiling or View Back Span Maximum Wood Structural Minimum 13/2 Times L! Panel Soffit i/3 Back Span ( ~ Cantilever Length Not to exceed 4'-0" Back Span Maximum 3Y2" min. . • These details apply to cantilevers with uniform loads only. bearing - 1/3 Back span possible to exceed the limitations of these details b analyzing not to exceed It may be P Y Y 9 4'.0" a specific application with the BC CALC® software. Web Stiffener [Require rr ents a5--"rt s - t fit-- °t y r t , Small Gap: 7 mm., 2 max.f 2" min. 4' max. i See Web StiffenerNailin Schedele ebchart Stiffener Width Gap Clinch''" 2" min. j— 4"max. Nails TightFit Web Stiffener required when co ncentrated load exceeds 1000 lbs Web stiffeners applied to both sides of the joist web For Structural Lateral BCI Joist Capacity Restraint Minimum Series Min. Thick) in Hanger Width 4500s 1.8 i %a' W, 25/1e" 5000s 1.8 25he" 6000s 1.8 I Y" 25/16' 6500s 1.8 I W 1" or 1Y" 25/16" 60s 2.0 3/rr rr 25i16" 90s 2.0 2x4 lumber (vertical) NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI° Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e.g., BCI® 6500s, double''%" panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALC° software. Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI° 4500s 1.8 Series 11/4" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9'/" BCI® 4500s 1.8 ll%" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/° BCI® 5000s 1.8 ll%" BCI® 5000s 1.8 1411 BCI® 5000s 1.8 Span Length Live Load Total Load Live i Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live I Total Load Load Live Total Load F Load 6 280 300 F 313 316 280 r 300 313 7 240 257 268 271 240 257 j 268 8 210 225 235 237 210 225 r 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 j 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 j 138 144 14 57 96 94 123 134 135 64 111. 105 '; 128 134 15 47 83 107 112 125 126 53 96 86 120 125 16 E64 94 93 112 118 44 85 72 108 104 117; 17 54 83 79 99 105 111 61 €, 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 j 55 { 82 21 43 65 57 74 48 74 22 50 67 j 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCII 6000s 1.8 Series BCI'® 6500s 1.8 Series 2 5 /16" Flange Width 29/16" Flange Width 91/2" 11%11 14" 16" 91/2" 11%,, 14" 16" BCI® 6000s BCI® 6000s BCI® 6000s BCI® 6000s BCII 6500s BC116500s BCI® 6500s BCI® 6500s 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 Live Total Live Total Live Total Live Total e.ng.th Load Load Load Load Load Load Load Load Load Load Load Load Load Load Load; Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 i 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54- 109, 89 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 117 1 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 ill 54 99 78 1 109 104 ill 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 j 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 1 45 80 60 92 24 49 76 40 74, 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) x a- w w BCI° 60s 2.0 Series BCI° 90s 2.0 Series 25/16" Flange Width 3'/2" Flange Width 11 %11 14" 16" 11 Ms" 14" 16" BCI® 60s 2.0 BCI® 60s 2.0 BCI® 60s 2.0 BCI® 90s 2.0 BCI® 90s 2.0 BCI® 90s 2.0 Span Live Total Live Total Live Total Live Total Live Total Live Total Length Load ? Load Load Load Load Load Load Load Load Load Load Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 j 244 244 244 300 302 304 10 E _-._-._.. 220 220 220 270 272 s 274 11 200 200 j 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 ( 157 157 157 192 194 l 195 15 128 146 146 146 180 181 182 16 107 ! 137 137 137 152 168 170 11 171 17 90 129 129 129 129 158 160 161 18 77 j 122 110 122 j 122 110 150 151 152 19 66 115 95 115 j 115 95 142 134 143 144 20 57 110 82 110 109 110 83 i 135 117 136 137 21 50 100 72 104 95 I 104 72 128 102 129 130 22 43 ; E._....-_.._.. 87 63 100 84 1 100 63 j 122 90 123 119 124 23 55 95 74 i._._.... 11 95 56 112 79 118 105 119 24 49 91 65 1 91 49-99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 1 104 75 105 27 47 81 50 100 67 101 28 j 42 78 45 91 61 97 29 41 82 55 94. 30 50 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. i / I Blocking not shown ' 1 for clarity. SAFETY WARNING Structural ridge VERSA -LAM® or load -bearing wall required. Blocking or other lateral support required at end supports. BE R05 r .,i produ_-ts ,vv tl' tr -ara.:i wood i s<:, r(i V sl `asi . ,S th r;'iP Or . sw r.i €i e , Ere:-nrcirlg BCI° Rafter Header Multiple BCI® Rafters may be required. DO NOT ALLOW WORKERS ON BCI JOISTS UNTIL ALL HANGERS, BCI'° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI'" BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION, ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCI' Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCF) Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or 1x4 Nailer @ Max. 4'-0" o.c. Rafter Strut Roof Rafter 2'-6" o.c. or BCI:4500s) Ceiling Loads: 3'-0" o.c. or BCI® S..00. Minimum Heel Depth Live Load = 10 psf see table at right) Dead Load = 7 psf 12 - 2X Blocking Min. 6 -M,""'` 9'/z 1P/ ;torl4 a "fie Web BCI°4500s/SOOOs/t}OOOs/6500s FUler i r .Ceding Joist @ 24, o:c Maximum 3%" Minimum Bearing 2x4 Wall) Each End Maximum Span Lengths Without Roof Loads 91W BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 11%" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 & 3 at right) Minimum " Heel Depths Joist DepthP End Wall' 2x4 2x6 9'/2' 2%" 1'/2' 11W 3'/z" 2%z" 14" 41/" 3 % " Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI® top flange with 1 -10d (Y long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI® Joist at beveled ends. Nail roof rafter to BCI® Joist per building code requirements for ceiling joist to roof rafter connection. Additional roof framing details available with BC FRAMER° software 1 2x beveled plate for slope i ' , Rimboard / VERSA -LAM® blocking. t greater than Ventilation "V" cut: 1/3 of length,'/2 of depth Rimboard / VERSA -LAM® blocking. Ventilation "V" cut: or' 3 of length,'/2 of depth 2x4 blocking Tight fit Flange of BCI® Joists may for soffit forlateral be birdsmouth cut only t ysupport. 2' 6" max.Birdsmouth stability. the low end of the joist. cut BCI® Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI® Joists may be birdsmouth cut only at flange must bear fully on ti plate, web stiffener beusedinlieuofbeveledplateforslopesfromthelowendofthe 'oist. Birdsmouth cut BCI®Joist I 2' 6" max. 3/ 12 to 12/12. flange must bear fully on plate, web stiffener required required each side. each side. Bottom flange shall be fully supported. f 10d nails i Simpson USP LSTA24 strap, nailing per Simpson or USP LSTA24 strap where slope 2x4 one side for 135 PLF max. at 6" o.c. b governingbuildingcode. exceeds 7/12 (straps may be required for lower y 2x6 one side for 240 PLF max. BCI® blocking slopes in high -wind areas). Nailing per governing VERSA - LAM LVL Holes cut building code. support beam. for ventilation. VERSA - LAM® LVL support beam. Backer block. Thickness per corresponding BCI® series. 2x block BCI® blocking Holes cut ouble-beveled Beveled web stiffener 4'- 0" horiz. for ventilation. wood plate. on each side. Blocking on both sides of ridge may be required for 2'- 6" ho shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. L Double joist may be Backer block L I required when L exceeds i minimum 12" wide). 21-0" rafter spacing. I Joist Nail with 10-10dnails. max = Hanger Blocking as required. Nail outrigger U- I through BCI® Filler web. DO NOT bevelcutjoist block. Nail beyond inside face of wall, except with 10 -10d nails. for specific conditions in details 2" x outrigger shown on pages 6 and 13 of the Backer block required where top flange notched around BCI® Eastern Specifier Guide. joist hanger load exceeds 250 lbs. top flange. Outrigger Install tight to top flange. spacing no greater End Wall. than 24" on -center. LATERAL SUPPORT BCI® Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM®, BOISE CASCADE® Rimboard or BCI® Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCI® Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCV' JOISTS Minimum end bearing: 1%" for all BCI®Joists. 3%" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Referto the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 11/4 inches thick and less: 2- 8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI® 6500s/90s rim joist: Toe -nail top flange to rim joist with 2-10d box nails, one each side of flange. BCI® rim joist, rim board or BCI® blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI® joist to support: 2- 8d nails, one on each side of the web, placed 11h inches minimum from the end of the BCI® Joist to limit splitting. Sheathing to BCI` joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing for minimum lateral stability: 18" for BCI® 4500s and 5000s, 24" for larger BCI® joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series ac ee r.. 812Ck Thickt e, Filler Block Thickness 4500s 1.8 or 1/4" wood panels Two Sh" wood panels or 2 x _ 5000s 1.8 d or'/ e" woo/ 4anels Two 1/4" wood panels or 2 x 6000s 1. 8 V/4" or two %" wood panels2z +'/,," or W wood panel 6500s 1. 8 or two %"2 Iwood panelswood x +'A" or Y4" wood panel 60s 2.0 11/s" ortwo %" wood vanels 2 x +'/,6" or %"" wood panel 90s 2.0 2x-lumber Double 2 x lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI''' JOISTS FROM THE WEATHER BCII Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI1 Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1' h inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI® Joist may all be knocked out and used for cross ventilation. Deeperjoists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/ or ventilation specialistfor specific ventilation requirements. BIRDSMOUTH CUTS BCI® Joists maybe birdsmouth cut only at the low end support. BCI® Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and intermediate supports may not be birdsmouth cut. Maximum clear span in feet and inches, based on horizontal spans. 3-M gaW.Ax BCI14500s 1.8 Series BCI® 5000s1.8 Series 1%" Flange Width 2" Flange Width 9'/ 2" 117/8' 14" 16" 9Y2' 11Ya' 14' BCI® 4500s 1.8 BCI® 4500s 1.8 BCI® 4500s 1.8 1 BCI® 4500s 1.8 BCI® 5000s 1.8 BCI® 5000s 1.8 BCI® 5000s 1.8 Live Dead 4/12 4/12 , 8/12 1 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to or to to or to to or 1 to to or to to or ( to to psf] [ psf] Less 8/12,12/12,Less 8/12 12/12'Less 8/12 12/12 Less 8/12:12/12 Less 8/12 12/12 Less,8/12'12/12 LessI8/12i12/12 Non- 1 20 10 23'-10' 22'-0' 20'-10" 28-5" 269," 24'-10" 32 3" i 30'-5' 28'-3" 35-9' 33' 8" 1 31'-3" 4'-10' 23'-5" 21'-9" 29'J, (27'-11 "25'-11' 33'-8" i 31'429'-5" Snow 20 15 122-71 21'-3" '9'-T' 26'-11" 25'-3' 23-4 30 i 28 ' 26'-6 33-6 3 29' 10", -4' 23'-6" 22'-1" 20'-5" 28' 0" 26'-4 24 4" 1 10129'-11 27-7" 125% 20 20 21' 7' 20' 2" , 18'-7" 25-8" 24-0" ( 27 1' 29 2 ; 274" 25-1' 31 -4 30'-3' 27-10' 22-5" 21'-0" 19'-4' 26'-9" 25-0 23'-0" 30-5' 128'-5 N-2" 25 10 22'- 8' 1 21 -5" 19 11" 26' 11 25'-0" 1 23-6' 30 2 29 -0" j 26 11 32 3 31'-T' 29 10" 23 7 22 4 20'-9" 28 1 i 26'-7 24 9 1 11 '¢ 30'-2 28 1" 25 15 21' 7 1 20'4" 18-10" 25 9 24'-2" 22 5' 28 2 ± 275" 25'-6' 30 1 29'-4" 26 3' 22-6 21 -2" 19'-7" 6 10 25'-3 23-4 30-3 j 28'-8 26 7' 12" 30 10 21' 8" 20'-0" 19-1" 25-9' 24'-5" 22-9" 28-3 , 2T-9" 26-11" 30-2" 29'-8" { 28'-8" 22-T' 21'4" 19'-11' 6-10' 25'-5 ; 23'-9" 30-4" 28'-11 "+27'-0" O.C. Snow 30 15 20' 9 119-7I 18-2" 24 5' 2T-4" 21'-8" 26 7 125 11' 24 T' 28 5 2T9 26-10" 21 7 20'-5" 18'-11' 25 9 24 4".22-7" 28 6 27'-8 25 8" 115% 40 10 19- 8 118 11" 17 10 1 23 2 22- 0' 21 3' 25 T 24 11"24 2 2T-0 26-8 26 1 20-6 19-8' 18 7 24 5 23-5 22 2 2T 2126-8 `25 2' 40 15 19' 5 18 4" 1 T 1 22 1 21-8" 20'4" 24 1 23 T'22 11 25 -8 25 T' 124 -6 20 2 19 1' 17 10 23 8 22 -9 21 3 5 10 , 25 -0124 1 50 , 10 18' 3 1 7-, 16 7 21 2 20'.-10"[ 19 9' 23 1 22 10' 22 5 24-8 24-4"J 24-0' 19 0 18 ,3 117 3 22 8 ,21 9 20 7' 4 10 24-6 123' 5" 50 ,• ° 15 a IT- 11'I 17' 4" 16-3" 2D-0" 29-9' '-0" 22 P {_21',9";,21 3' 23 8" 23'-3'' ] 22'-9" 19 0' 18'=1' M6-11' 1 10'121'-5 4,20'-2" 23 9"'23'-4 22'-10' Non- 20 10 21' i 20-5" 18'-11 25 9 24-3" 22'-6" 29 3 1 27, -T' 25 7" 31 5' 30'-728'4" 22 6' 21'-Y 19'-8" 6 1 O'J 2542T-6" 30'-6" 28'426-8" Snow 125%r 20 i 15 20' 0" 19'-3' 17-9' 244 22 1" 2 11-11,2TF1 26 " 24 0' 29 0 28 2" 26'-7' 21-4" 20'-0" 18'-6" 25-5" 23'-10 22 0" 28'-11" 27' 1 25-0" 20 20 19'-6' 18'-3' 16'- 10" 23-3 21'-9' 2v-0' 254"24'-5" 22'-9' 2-7 -1" 26'-2" 24-.'-11" 20'-4" 19'-0"J17'-6" 24'-Y 22-8'20'-10' 2T-2 5`-10;23'-9" 25 10 25 15 _. 20'-619 5' 18 1 19' 7 18 5' 1T 1 24-0 22-0 23 1' 21-0 21 9' 20 26 1 25 T 124 5 24 i 23 9' 22 11" 27 11 26-0 2T-4' 26 7 25 4' 24 5' 214 20 5 20 2' it8 10 19 2' 17 9 25-6 124'-1 22 5 24 0 22 10 21 2 28 , I2T- 4 111 25-6 26 2' i25'-6 24 1' 16" 30 10 19' 7 18'-7". 1T- 4" 22'-5' 22'-0" 20-7" 24.5" 24'-0" 23-5' 26'-1" 25'-8" 25-0' 20'-5" 19'-4' 18'-1" 24'-1"123'-1' 21'-6" 26-3" 25'-9 24'-5" O.C. Snow 30 15 16'-T' 1T- 9" 16' 6" 21'-1" 20'-7" 19'-7" 23'-0" 22'-5" 21'-9" 24'-T' M-Y' 23'-3" 19'-T' 18' 6„ 1T-2" 22'-8" 22'-0" 20'-5" 115% 40 10 40 `. 15 1T-8 17- 1" 16 2" 16-10" 16-0" 115.6" 20 1 19 1 19 9" 15 3" 19-8" 18 2" 21' 10 121-T' 21'-1" 20-10 j 20-5° 19-10" 234 22 3 0" 23 22 7" 21 10 21 3" 187 18 1 17-10"16' 10' 17 A 116 1" 21 7 21'-3 20'-1" 20-6 20'4! 19 3' 23 6 j23' 2 22 8" 22"221'- 11 21 A" 50 10 16' 2 15 1 Q , 16- 0" 18 -4 18 1," 1 T-9" 19 11 119 9T 19 5" 21 21 1 20 -9" 17 2 16'-6' 15 8" 19 -8 19 5 18 8 21 5 ! 21'-2 20 10' 18'=10'1 118'-1" 50" 15, 15 15'-3 `14 8". 1T-7' 1T-3" 16'710" 19 2 18-5" 20 5 20' 1'' 19-8" 16 8" 16 9"ti,15'-4"18 10' 18' 20W"]20 19'-9" Non- Snow 20 10 20 15 20' 4 19 2" 17 9 19' 3 - 18-1"10-8' 24 2 22 9 22 10" 21 2" 21 s' 19 10" 26' 10 t25 11' f 24 t 24 9 24 22 7 28 3 26 5 28 0" 26 8' 258" 24 8` 21 2 20 0 19'- 11 18 6" 16- 10" 17 4" 25 2 i 23 _9 22 1 ' 3 1022- 5 20 8' 28'-8' 127'-0 25 1' 26-725-623 6" 125% 20 20 18'4" 17'-Z'' 15-9' 21 2 20-5" '8'-9' 23-1' (22' 4" 121' 3' 24 8 2+'-i0 22'-9" 19-1' 1T-10'16'-5" 22'-9" 21' 4 ;19'-7" 4'-10']23'-11"i 22'-3" 25 10 19' 3"' 18' 3" (1T-0" 21'- 10"r2l'-5" 20'-2" 23' 10"123'-0" 22' 8" 25' 6" 24'-11" 24'-3" 20'-1" 19'-0" 1T 8" 23' 6" (22' 7"' 21'-1" 25'-7" 25' 1"I23'-11' 25 j 15 18'-0 1T4' 116'-0" 29- 5" 10" 19'-1" 22'-3" 21'-8" 20AT 23'-9" 23'-1" 22'A" 19'-2" 18'-0" 168" 21'-11"121'A19'-11' 3'-10'j23'-3 22'-5' 19.2"30 O.C. Snow c 10 30 ] 15 18 17- 5'' 16 3 16- 11 16 T' 15- 0" 20 5 193 1' 19 5' 18 9" 18- 2" 22 3 21'- 1'1' 21- 4" 20 11 20 5" 19 10" 23 10 22 5 23-5" 22 10 21 10 21 2` 19 2 18 3 18'-2' 16 11 17'4' 16 1" 22 0 21-7 20 2' 20 8 20'-2 119 2" 23 11' 23' 6 22 11' 22 6' 22'-0121 3" 115°l° 4010 _ 40 15 16 2 j15 11'"` 15 2" 15'-0 15- € 14-0' 18 3 1T 5 18-0' 1T-0' 1T 1' 16 7' 19 11 19 819 18 11 j 18 T ! 19-1 20 3 21 O" 20 7 19 10 19A 17 4 16-6 15 10' 6 215 2" 19 8 19-4 18 10' 18-8' 8'-0 17 10' 21 5 21-1 120 8' 20 4 20'-0 19 5" 50 "'. 10 149 i14-0']141 168 16-0"162" 18218-0" i1T8" 1Tn2? 195 19-3"j1811"1510'56 16"':P"" 148't711 1T- 9 1175" 19719'4,190" 50 ' i 15 14- 1 i13' 10",;13 7' 16 0 15'- 9"rt 15 1T 5 161 9 18 8' 18 4" 11Tm11" 15 2 14'-11 " 14' d" 17 2' 16' 11 ' 16'-.6" 18 9 18: 5 18'-0" Non- 20 1 10 18-10 j 1T9" 1 16 6' 22 0 21 1' { 19 7 24 0 j 2s 122 4 25 r 25 3' 24 3' 19 7 18'-6 17 2" 23 4 22-0 20 5 25 c 25-0 23 3" Snow 20 15 1T-1 (15 9" 15 5 J 1 ----.. 20 3 19-8" 18-4 22 1 21 5" 207" 23 8 221 22 0' 18 6 17-5" 16 1' 1 10 20-9 19 2 23 9 E23-1 t21 9" 125°l0 20 20 168 !15 .114 r' 18'11 18-3' 1T-0' 208 19 ;1' 1.,-0' 221' 21'-3" 20`4" i 17-8''16'-7 r15'-3" 20 4" 19`-$-18'-2" 22-2'21'-5''20'-5" 25 ( 10 1T-3" j 16'-19' 16-9" 19 -6"rIT-11"I 19- 7" 21'-3" 20'-10" 20'-Y 22'-9" 22'-3" 21'-8" 18'- 6" 17'-7"' 16'A" 21'-0" 20'-7" 119'-6" 2'-10" 122'-5" 121'-9" 25 15 16'-V115'-7"114'-10" 18'-2"1T-1" 19'-10"119'A" 18'-8" 21'-Y 20'-8" 19'-11" 17'-3" 16'-8" 15'-5" 19'-7" 19'-1" 18'-4" 21'-4"(20-4- 20--0" 24 30 10 16 1 15 10 (15 1 18' 3 1T-0' 19 11 19- T' ( 19 1" 21 3 20 11 20 5' 1TA 16-10° 15 8 19 7 19-3 18 9' 21 5 21-0 € 20 6' Snow 30 1 15 40` 10 152 149 14-0 145 142'1311 1T2163 16- 0159 169 183" 178 1710 PT 1T2 200 19-0 19-6 1611 189 185 163 156 15111411 153147 185 18-0175 177 17 1611 201 198'190115% 192 181018640 1 15 13'- 8 1 13-5" 13 1' 15-6 15-314'-10" 16 1116T' 16-2" 18 1 1T-9" 1T 3' 14 9 14'-5 .14-0' 16-8' 16415 11' 18 2 1T-10 17-4" 50 10 + 13 2 i 13-0"; 12 9" 14' 11 14-9" 14'f" 16 3 16- 1" 115-9" 1T 1T 2" 16 10 14 2 13'-11 ,13 7' 16 0 1 5'-10 15 7 17 5 17-2 .18-7" 56 ; ; 15 12'-7' ; 12' 4", [ 12`-1" 14 -3" 14'-0" 113'-9" 15'-T' ( 164" 1114'- 11" 16 -T 16'-0° r .15'-3" 13 -6" 13 113'-0" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Maximum clear span in feet and inches, based on horizontal spans. BCI® 6000s 1.8 Series 25/16" Flange Width 14" 16" BCI® 6000s 1.8 BCIO 6000s 1.8 BCI® 6000s 1.8 BCIII 6000s 1.8 Live Dead 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load LoadI or to to or to to or to to or to to psfl [psfl I Less 8/12 12/12 Less 8/12 12/12 I Less 8/12 12112 Less 8/12 12/12 Non- _ 21 1 O 26'-0" 24'-6" 22'-9" 30' _1VI 29'-2" 2T-O" 35'-2" 33'-2" 301-91, 38'-10" I N-T j 34'-0" S, owl 20 'i 15 24'-7" 23'-1" 2 1'4' 29-3" 27'-6" 254" 33'-3" 31'-Y 28'-10" 36-9" 34 125%F 20 '1 20 23'-6" 22'-0" 20'-2" 27'-11!' 26'- 1!' 1 24'-0" 31'-9" 29'-9" 27'-4" 35- 1 32'-10" 30'-2' 25 I 10 24'-8" 23-4" 21'-8" 29'4" 27'-9" 25 10" 33'4'. '4" 31'-6" 29__ 36-10" X-110" 32'-5" 25 15 23'-6" 22'-2" 20'-6" 28'-0" 264" 24'-5" 31 '-10" 29'-11" 27'-!' 34-1 33'-l" 30'-8" 12" O.C. 30 10 23'-T 22'4' 20-10.1 28'-0" 26'-T 24'-9" 31-11.1 30'-2" 28-2" 36-1" 33'-5" 31'-2" Snowl 30 15 22'-7" 2 1'4" 19'-9" 26-111" 25-4" 23'-6" 30'-7" 28'-101. 26'-9" 33'-0" i 31'-11" 29'-7" 115%1 40 l 10 21'-5" 20'-r' 19'-5" 25'-6" 24'-6" 23 .-ill 29'-0" i 27'-10" 26!-3" 31'4" 39-9" 29'-0" 40 -715io 21'-l" 20'-0" 1 8'-T' 25'-l" 23'-9" 22'-2" 27'-11" 27' 1"26-2" 29'-10" 29'-3" 27'-10", 66 19 loll i 191-111, 181-11, 23-7" 22'-8" 21'-6" 26'-9" A 25'-9" 24 28'-8" 28'-3" 27-I" - 50 15 18'-11' 17'-B" 23',, T 22'-6" 21',0", 25'-8"1"1, 25'-3" ,,,23 111',, 27' -5" J-U-O" 26' ,5, Non- 20 10 23'-6" 22'-2*' 20'-7" W-O" 26'-5" 24'-6" 31'-10" 30'-0" 27'-10" 35'-2" I 33'-2" 30'-10" Snowi 22'-Y W-11" 19'-4" 26'-6" 24'-11" 23'-0" 30'-2" 26--Z' 33'4' 31 '4" 28'-11" 125%1 20 I 20 21'-3" j 19'-11" 18'-4" 25-31' 23'-8" j 21'-9" 28'-9" 26-11" 24'-9" 31'-5" 29'-9" 27'-5" 25 10 25 1_15 224" 2V-1" 19'-8" 214" 20A' 18-7 261-T 25'4" 25-l" 23'-5" 23-10 22'-V 30'-3" 28'-T W-7- Y 27'-2" 25-2" 28'-'-" 3Z-5"_ 303" 31'- 7" 295 29'-5" 279" 16" 30 10 21'4" 20'-3" 18*-10" 25'-5" 24'_111 22'-5" 28-4" 27-4" 25'-6" 4 30'" 29'-9" 28'-3" Snow 30 15 20'-6" 19'4' 17'-11" 24'4' 23-0" 21'4" 26'-8" 26'-0" 24-3" 28'-6" 27' -10" 1 26-10" 115% 40 10 19'-5" 18'-T 1 T-7" 23'- 1 22' _2" 20-11" 26-5" 25'-0" I 23'-10" 27'-2" 26'-9' 26'-2" 40 15 19'- 1" 18'-l" 116-10" 22'-2" 21'-6" 20'A" 24'-2" 23'-8" 22'- 10" 25 24'-8" 50 i 10 18'-0" 17-3", 164" 21-3" 20 -6 " 19'-6" 23'-2" 22-11 22'-2" 24'-9" 24'-6" 24'-1 1 50 15 IT-11" 17'-1", 16'-0" 2 0;420'-0" 1 - - ig'-O" 22'-2" 21'-10" 21'-4" 23--9" 23'-4" 22%110"-j Non- 20 10 22'-l" 1 20% 10" 19'-4" 26'-3' 10" -0 29'-1V 28'-3" 261-2" 33'-V 31 -2' N-11" Snow 20 15 201-1 18'-2' r-4 19--8' 24'-1111 23 23'-5" 21% 7" 28'4' 26'.7" 24' 7" 3018, 29'-5" 27'-2" 125% 20 20 19-11" 18'-8" 17-2" 2T-9" 20'-S" 26-10" 254" 23-3.1 8" 28 27-825'-9" 25 I 10 21'-0" 19'-10" I 18'-6" 24'-11" 23'_7" 22'-0" 2T-8" l 26-10" 25'-0" 29'-7" 28'-11" 27'-8" 25 15 20'- 0" 18'-10" I I7'-6 23'-8" 22'-5" 20'-9" 25-9 25-1 23 J 27'-7" 26-10" 25-11" 19.2" 10 20--1 19'-0" 17'-9" 23'-9" 22'-7" 21'-l" 2510"-30 25'-5" 24'-0" 27'-8" 27'-2" 26'-6" O.C. Snow 30 1 15 19'-3" 18'-2" 16-10" 22-4- 21'-7" 20' 0" i47 22'-10" 4- 26'-0" 25'-5" 24'-7" 115% 40 1 10 6"- 6 EF 3' 17 21' 3" 20 10 19'-8" 23'-2" 22'-10" 22'A" 24'-9" 24'-5" 23'-11" 40 r15 17 10 T 17'-0" 16-19 2e; 9 10' 18' -10" 22' _0" 21' T' 21'-0" 23'-6' 1 22-6 50 10 116-110" 1 16'-2" 164" 19'-5" 19'-2" 18'-3" 21V-1" 20'-10" 20'-6" 22'-7" 22'-4" 21AV 50 Lf5±164" i 16'-l" 15'-0" 18-7" 18-4- 1 r-1 0" 20'-3" i 19--11 19-6' 21'-8" 1 21'-3" 29-10" Non 20 10 20'-6" 19'4' 17'-11" 24'4'_ 23'-0" 21 -4" 2T-9" 26'-2" 24'-Y 29'-9" 28'-11" 26-10" Snow 2-6-1 15 19'-4" 18 '_2" T-10" 2 20'-0" 25'-8" 24A" 22'-9" 27'-5" 26'-7" 25'-2" 12 5 % 2-0— 1 20 18' 6" 1T-Y 15'- 11 22'-0" 20'-T 18-11' 23'-_ill, 23A" 21'-T 25'-7" 4- 23-T 25 10 19'-5" 18'- 4" 17'-l" 22'-8" 21'-10" 20'-4" 24'-8" 24-2 23'-2" 26-5' 25-10" 25-2" 25 I 15 18'-6" i IT-T 16'-2" 21'-2" 20'-7" 19'-3" 23'-0" 22'-5" 21A 24A 24-0 23'-2 24" O.C. Snow 30 10 30 15 10-- 18'-7" 17'-7" 16'- 5" 1 r-7" 16-9' 15-T 16'- —9" —1-6-2" 21'-2" 191-111, 20'- 10" s 1 g'- 6" 19'-6" 1 8'-T 23'-l" 22'-8" 22'- 2" 21'-9" 21'-3" 1 20'-6" 29-Y'_ 24 -9' 23'- Y i2f — 1. 24'- 3 22A" 9" 23'- 8" 21'- 11" 1 _ 4" 115% 19.-011 1W-8" 18'-2" 20 20'4" T 40 15 151-111, 16- T 14 -8 18 -0" 7 jr 191-8.1 19'-3" 18'-9" 2 V-O" 20'-T 50 10 15'-3" ' 14'- 11" 14'-3" 17'4" 17A" 116-10" 18'-10" 18'-8" 18'-4'-1 1 19, -5" 50 ; 15 1 14'-T 13' -11" 16%, 164 15-11' 17'-8" W-110", 17'4" 16-6" 1IT1F77- 18-T Roof. SpanTable Maximum clear span in feet and inches, based on horizontal spans. BC[® 6500s,1.8 Series A 29/t6" Flange Width 9%" BCI® 6500s 1.8 11%" BC 10 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Live Dead 4/12 1 4/12 8/12 4/12 4/12 8/124/12 4/12 ! 8/12 4/12 4/12 8/12 Load Load or to j to or to to or to to or to to psfj psfj Less 8/12 I 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non-' 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-1" 31'-8" 40'-0" j 37'-8" I 35'-0" Snow; 20 15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26'-1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 1 32'-10" 125%ll 20 24'-3" 1 22'-8" 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" 30'-7" 28'-2" 36'-1" 337-10" 31'-1" 25 ! 10 25 5 ' 24 1 ' 22 -5" 30'-3 28'-7 26'-7" 34 4 ' 32 -6" 30'-3" 37'-11 35'-10 33'-5" 25 15 24 3 22 '1 21 2 ' 28 10" { 27'-2 25 1 ' 32 9 30 10 ' 28 7" 36 -2 34 1 j -31 7 ' 12" O.C. 30 i 10 24 4" 23 0' 21 6" 28 11" 2T-4' 25 6" 32 10 31 1' 29 0" 36'-3 34 4 32 1_ Snow! 30 [ 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" i 32'-10" 30'-6" 115% i 400 40 ! 1Ei 15 22 2' 21 9 ' 21 3 ` 20 7 ' 20 0 + 19 3" 26'-4 25'-3 `23 10" 25 -11 24'-6 ' 22 10" 29 11 28 8 27 4' 29 5 r 27 10" 25 11' 33'-0_ 31 `-5 _y 31' 8 30 9 ' 29 11" 28 8 ' 50 10 20 6" 19 8" 18_8" 24 4 23 -4 22_2 27 8 26 '7" 25 -2" 30'72 ' 2_9_4 12_7 10 ' _ j 50 J 15 20 -6" 19'-6" 18 -3" 24'4' 23'-2" . 21'-8" 27 -0" 26 -4" 24 -8" 28'-11" s 28 5", 27'-3 Non- 20 10 24'-4" 1 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32"-10" s 30'-11" i 28'-8" 36'-3' 34'-2" 31'-9" Snow 20 15 23"-0" 21"-7" I 19'-11" 27'-4" 25'-8" 23'-8" 31'-1" 29'-2" ! 26'-11'" 34'4" 32'-3" 29'-9" 125% 20 20 21'-11" 20'-6" 18'-11" 26'-1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" I 28'-2" 25 10 23 1" 21 10" 20 4" 27'-5 25 -11 24 1 31 2 29 5 27 5" 34'-1 32' 6 30 3" 25 15 22 0" 20 8" 19 2 ' 26'-1 24'-7 22 9 29 8 27 11 25'-1 V 31'-10 30'-11 28 7" 16" i 30 ! 10 22'-0" 20-10'_ 19'-6 ' 26'-2" 24'-9 23 1 29 9 28'-2" 26'-4" 31'-11 31' 2 1 ' O.C. Snow 30 f 15 21'-1" 19'-11" 18' 6" 25'-1" 23'-8 ' 22 0" 28 -1" 26'-11" 25'-0" 30'-0" i 29'-4" 29 _. 27 -7" 115% 4p1 p_ 20'-0" 19'-3" 18' 2" 23'-10" 22'-10" 21 7" 26 9" 26' 0" 24'-6" 28' 7 28' 2" , 27 -1" 4I0. 50. 15 19 -9" 18 8 17 5 23 -4 22'-2 ' 20 8 25 5' ' 24 1'1" 23'-6" 27 -2 26' 8 25 111 ' i 10 18 -6" 17'-9' 16 -11" 22'21 1 21'-2 20 -l" 24 -5 24'-1" 22 -10' 26'-1 25' 9 25 3" 50 j 15 18 -6" 17'-8" s 16'-6,' 21'-5" ' i 21'-0" 19'-8" 23'-5" 1-23'-0" ! 22'-4" 25'-0" 24'-7" i 24'-0" Non- . za_--. _ 10 22 10 ' _.. 21 6 20 0" 27'-1 25' 7" 23 -9" 30 10 29' 1" j 27' 0" 34`-0 32 1'" 29 10" Snow' 20 15 21 7 20 3 18 9 ' 25'-8 24'-1 22 3 29 2 27' 5" 25 -4" 32'-3 30 3 27 11 ' 125 /0 20 1 20 20 -7" 19 -3" 17 -9" 24'-6 ' 22'-11" 21 -1" 27 -10 26'-1 24 -0 30' 2 28'-9 ' I 26 -6" j 25 10 21'-8" 20'-6" 19'-1" 25 92 --- 24'-4" 22'-8" 29 1 27'-8" 25 9" 31'-1 30' 6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0 28'-3" 26'-11" 19.2" O.C. 30 1 10 20'-8" 19'-7" 1 18'-3" 24'-7"' 23'-3" 21'-9" 27 -3" L 26'-6" 24'-8" 29'-1 28'-7" 27'-4" Snow. . 30 15 19'-10" 18'-9" 17 -5" 23'-6" 22'-3" 20'-8" 25 7" 25'-0" 23'-6" 27'-5 26'-9" 25'-11" 115% 40 10 18 10' 18 1' 17 1' i 22'-4 21-_5' 2_0 3" 24 4 24 0"_ 23-0" 26'-1 i 25' 8" 25-2" 40 t, 15 18 6 17 6 16 4 21'-3 20 10 19 5 23 2 22 9 22 1' 24 9 24'4 23 8 50l— = 10 17 5 r 16 8 15'-10 . 20'-5 19 10 18 10 T- _ _.._.__ 22 3 22 0" 21 5'd 23 -9 23' 6 23 1 _ i 50 15 17 -3 ' 16' 7" 15'-6'', 19'-7 ( 19'-3" 18 -5" 21'-4" 21'-0" ' 20'-6" 22` 10" 22 -2" 21'-2" Non- 20 tf Snow' 20 t 10 15 2' 1 ' 20 0 '8 19 11 9 18 6 ' 17 4 ' 25-1 23' 9 23'-8 22'-4 22 0 ' 20 7 ' 28 6 27 0 26 11 ' 25 0" 25 5 ' 23 5 ' 31'-4 28 11 29 9 28' 0 27 7 ' 25 11" 125% 20 ! 20 19 -1" 17 -10" 16 -5" 22'-8 ' 21'-3" 19 -6" 25 3" 24 -2" 22 -2" 26 -11" 26'-0 " 1 24 -6" 25 ! 2 100 20'-0" 18'-11" 17'-8" - 23'-10" 22'-6" 21'-0" 26'-0" 25'-6" 23'-10" 27'-10" 27'-3" 26'-4" 25 i 15 19'-1" 18'-0" 16 8" 22'-3" 21'-5" 19'-10" 24 3' 23'-7" 22'-6" 25'-11 25'-3" 24'-4" O.C. 30 } 10 19'-2" 18'-2" 16 11" 22'-4" 21'-7" 20'-1" 24'-4" 23'-111 22'-11" 26'-0" 25'-7" 24'-11" Snow! 30 15 18'-4" 17'-4" w 16'-l" 21'-0" 20'-6" 19'-1" 22 10' I 22'-4" 21'-7" 24'-5 23'-11" 23'-1" 115% 40 10 40 1 15 17-5" 16 9 16'-8" 16 2 " 15'-9" 15 1 ' 20'-0" 19 -0 19'-8' 18'-9" 18'-7 18 0 21 9 21'-5" 21'-0' 20 8 20 -4" 19 3 ' - W 23'-322' 11 ` 22'-3" 21 -7 20' 9 '-19 8 " 50 10 16 1 15 5' 14 8' 18' 3 18'70 l7 5 19 6 19 0 i 18 5' 19 10 19' S 18 9` 16 15 5" 15'-2" t 14'-4" 17'-3" 16'-8" 15 -11 ' 17 -11" 17 -4" 16' 18' 3 ' 1 T 8 ' ` lmm 16'-10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least'/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Roof. Span Tables: Maximum clear span in feet and inches, based on horizontal spans. ZO M 8 MEAN! a DWI BCI® 60s 2.0 Series BCI® 90s 2.0 Series, 21/ir," Flange Width 31/2" Flange Width 11%" BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 1 1Y." BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Live Dead 4/12 4/12 8/12 4/12 4/12 8/124/1 2 4/12 8/12 4/12 4/12 1 8/12 4/12 1 4/12 8/12 4/12T 4_/12 1 8/12LoadLoad 1psfl 1psfl or I Less to 8/12 to 12/12 or to to Less 8/12 12/12 or Less to 8/12 to 12/12 or to to Less 1 8/12 1 12/12 or to to Less 8/12 12/12 or Less to I to 8/12 112/12 Non- 20 10 iO' 34'-1 " 32'-2" 29'-10" 38'-9" 36'-7" 33'-11" 42'-11" 40'-6" 37'-7" 39'-0" 136'-10"1 34'-2" 44'-Y 41'-9" 38'-9" 49*-0" 146'-3" 142'-11 Snow i 15 32l-4" 30'4' 28'-0" 36'-9" 34'-6" 31l-10" 401-8" 38'-3" 35'4' 37'-0" 34'-9"32A" 41 '-11 " W-4" 36'4' 46 -5-143'-7"' 40'-; Y 1251/011 20 20 30'-10" 28'-10" 26'-6" 35'-1" 32'-10" 30'-2" 38'-10" 36'-4" 33'-5" 35'-3"1 33'-0", 30'-4" 39'-11" 37l-5l, 34'-5" 44,-3"1 41'-5" 38'-1 25 10 32'-5" 30'-7" 28'-6" 36A0" 34-10" 32'-5" 40' 10" 38'-7. 35-11" 37-1" 35'-0" 32'-7" L 42'-0" 39'- 8" 46'-6"' 44'-Ol''40'-11' 25 15 30'-11" 29'-1" 26A 1 35'-2" 33'-l" 30'-7" 38-11" 36'-8" 33A1" 364"133--3-30--10" 40--l" 36'-11" 37-9"134'-11" 141'-9"! 38'-8" 12 30 10 31'-0" 29'-4" 27'-4" 35'-Y 33'-4" 39'-0-'-'- 36AV 34'-5" 35'-5" 33'-7" 31'-4" 40'-2" 38-0 11135-6" 4444'-4" 6", 42--1" 39'-4" O.0 . Snow 29'-8" 28'-0"' 26'-0" 3366" 31'-10" 31-A" 29'-7" 37'-5" 35-3 32'-9" 34'-0" 32'-l" 29'-9" 38'-6" 36'-4" 33'-9" 42'-8" 140'-3", 37'-4". 115% 40 i 10 1 28'-2" 27'-0" 25'-6" 32A 30'-9" 29*-0" 35'- 4-11, 327-2- 32'-3 130A1'% 29'-2" 36'-6" 35'-0" 3_3-1 ' 40'-6" 138A 0"j 36'-8" 40 15 27-9" 26'-3" 24'-6" 31'-7" 29 10" 27'-10" 34'-11 " 33A " 30A 0 31 9" 130 -0"i 28'-0" 36'-0" 34'-0" 31'-9" 39A 0"137'-9" 135'-2" 50 10 26'-1 25'-0" 23'-9" 29'-8" 28'-6" 27'-0" 32'-11" 31'-6" 29AV 29 10 28'-8 27'-2" 33'-10"; 32'-5" 130A 0' 37'-6 35'-111 34'-2" 7- - - 50 i 15 a26'-1124A 0"1 iT-Y 29!-8 28'-3" 126'-5" 32'711" 31'-4" 29'-3" 29 10"; 28'-5" 26'-7" 33'-10"1 32'-3" ill 37'F30 -6"135'-8" t-33' -5" Non- Snow 20 10 20 15 30'- 11"j_29'-2'! 29'- 3' 127'-6" 2T- V 125'-5" 35'- 2" 3T- 4" 33'- 2" T'- 3 " 30'- V . 28'- 1-0 " 38' - 11" 36'- 11" X- 9" 34'- 8" 34'- 1" 32A" 35' 4"33'4'j 31'-0' i33'- 6" 31'-6" 29'-1" 40- 1" 3T- 11l' 37'- 10l' 35'- 8!' 35'- V - 32'- 11" 44'- 5" 42'- 0" 4V- 11";38'-1V 39'- 6"! 36'-6" 125% F-20 20 27'-11" 26'-2" 24--l" 31l-9" 29'-9" 27'-4" 35'-2'l 32'-11" 30'-4"l31'-11li29l-11"' 27'-6" 36'-2" 33'-11" 31'-2" 40A 37'-7" 134'-7 25 10 29'-4" 27'-9" 25 -10 33'-5" 31'-7" 29'-5" 37'-0" 34A111 32'-7 33'-7" 131'-9" 29'-7" 38'-Il'j 36'-0" I 33'-6 42'-2" 1_39l-10"137"A" 25 j--15 - 28 -'-- -0 " 2--6--'-4-" 2-4--'---5'-' 3-1j-'--1-O-" 3-0-'--0" 2--T'--9-" 35'-3" 33'_-' 30--g" 32.4r] 30'-2" 27'-11" 36'-Y 34'-2" 1 31'-8" 40'-2"137'-10" 35--l" 16" O. C. 30 1 10 28'-l" 26'-7" 24'-10" 31AV 30'-Y 28'-2" 35'-4" 33'-6" 31'-Y 32A" 130'-5"' 28'-4" 36'-4' 34'-5 32'-2" 40'-3' 38'-2 35 -8 Snow 30 15 26A 1 " 25'-5" 23'-7" 30'-7" 28'-10' 26-10" 33A1' 32'-0" 29'-8" 30'-9" j 29'-0"' 27'-0" 34A0" 32A1" 30'-7" 38'-7" 36'-5" 133--1 0" 115% 40 10 40 15 5'- 6" 25l 24'-6" 23'-9" 23'-1" 22*-2" 29'-0" 287" 27- 10",26' 4" 2TA 253 32'- 2" 31'-8" 30 -10 30'-0" 29'-2', 27F-11 - 29.-2'. 28'-0"!, 26'-5" 2F-_Vr2_7'-2" 25'-4" 33--l" 32'-7" 31'- 9" 30 ` 10"" 30'- 0" 28'- 9" 36- 8"135'- 2" 33'- 3" 3E 34'-2"31%10" 50 10 30'-7"ff29'- 5"4127'-11"33'-11"!32'-7"i3O'-11" 23'-T 22'-8" 21'-6" 26'-10" 25'-9" 24'-6" 29'-9" 28'-7" 27--l" T 27'j25-11" 24'-7" 50 15 23'-7" 22*- 6" 21'-0" 26'-10" 25'-7" 23'-11"128'-7" 27'-8" 26'-5" 127*-0" 25'-9", 24'-1 30'-7'7F29'-2"1 27'-3" 33'-11'*1 32'-4" 130'-3" Non- 20 10 29'-l" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" X-7 34'-6" 32'-0" 33-3 31'-4" i 29'-l" 26_lj_ 37'-8" 35'- 6" 33'- 0" 41'-8" 39'-4" 136'-7" Snow 20 15 27'-6" 25'-10'' 23'-10" 31'-3" 29'-5" 27'-l" X-8" 32'-7" 30'-l" V - 311-51 3" 35 -8" 33'-6" 30'-11" 39'-6" 37'-l" 34'-3" 125% 20 20 26'-Y 24'-7" 22'-7" 29'-10"27'-11" 25'-8" 33'-0" 30'-11" 28'-6., ROT 0 -1, T8-'--l- 25' 10 34'-0" 31'-10"129'-3", 37'-8", 35'-3" 32%5" 25 1 10 27'-7" 26'-l" 24'-3 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'-7" 31'-6" 129'-10"i 27'-9" 35'-9" 33'-10" 31'-6" 3PW-1 3T-5" 34-11 25 1 15 26'-Y 24'- 9" 22'-11" 29'-11" 28'-2" 26'-V 33--l" 31'-2" 28'-11" 30--l"l 28'-4", 26'-Y 34--l" 32'_1 29'-9" V-9" I 3 5'-7" 132'-11 19.2" 30 10 26'-4" 25'- 0"123'-4" 30'-0" 28'-5",26'-6" 33'-2" 31'-5" 29'-4",30A"j2877"'_2_6'8- 34'-2" 32'-4" 30'-2" 37'-10"j35-10":33'-6" O.C. Snow l 30 22'-2" 28'-9". 27'- 31'-10" 30'_ 115%L40 40 10 15 24'-0" 23'-7" 23'- 0" 22'- 4" 21'- 9" 20 - 10 27 - 3" 26'- 10" 21'- 2" 25'- 5" 25'- 2" 24'- 8" 23' 41' 30'- 2" 29'- 1" 27'- 0" 27'- 4" 25'-T' 27'- 5" 26'_ 3 24'- 10" 26-- 1 1 "125'-6"! 23A 0" 31'-0" 30'-7" 29 10" 28` 1 V 28'-2" 27'-0' 34'-5" 0' T-O" 31'-2 1-1 11 29'-11 50 10 22'-2" 21'-3 20'- 3 26-Y 24%2' Z'-O" ii-I-A-I 25 -10 23' 25'-Y 24'-5 25'-4 i 24'-4" 23'-l" 25F_4; 28A 2-5'--7-" 10' 29'--8" 7 29 A" 50 1 15 22'- 2" 21'-2" 19'-9 " 23'-9T- 1-1 2_1'_-11 24-'-2 22 'J" 28'-8- 5" i78-el F7 Non- 1 20 1 10 26'-11" 25'-5" 23'-7" 30'-T 28' 10' 26'-10" 33'-11" 32'-0" 29'-8" 30'-9!'1 29'-0"' 27 -0 34'-10" 32' 11" 30'-7" ii- 38!-7" 36'-5"j33'-10" j Snow1 20 15 25-_6" 23'-1Ll' K'-1 25'-2" 32'-l" TI 9--V, 27-4- 25'-Y 33'-0" 31 _6; 67;1 36'-7" 34'-_4`'j! 31'-9" 125%1 20 1 20 24'-3" 22'-9"120'-11" 2T -T 25'-10"23'-10'! 30'-7!' 28'- 8" 26'-4" 27'-9" 126'-0". 23'-11 31'-5" 6 29 ' 27'-1 " 34'-10" 32'-8"' 30'.1" 25 1 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32'-2 30'-5.. 28'-4" 127'-7" i 25'-9" 33'-1" 31'-4"_ 29'-2" 36'-8" 34'-8" 32'-4" 25 15 24'-4" 22'-11" 21'- Y 27'-8" 26'-l" 24'-2" 30'-8" 28'-11" 26'-9" 29'-2" 27'-10"i 26'-Y. 24'-4" 31'-6" 29' 9" 27' 6" 34' 11' 32'-11" 30'-6" 24" O.C. Snow 30 30 10 15 24' TYV F3 - F 22_'_- 1" 2177- 20'- 6" 27'-9" 26'-7" 26'- 3" 24T — 1- 24'- 6" 30'- 9 27'- 4" 29' - 1" 26'-l" 27'- 2" 24'- 5" 27AV 26'-5" 1 24'- 8" 26'- 9" i 25-3" 23'-5" 31'-7" 30'-3" 29'-11" 28'- 7" 28'- 0" 26'- 7" 35'- 0" 33,- 7" 33'- 2"' 31'- 0" t 31'-8" j 29'-5" 115% 1 44101 4 10 15 22'- 2" 21' 10" 21'- Y 20' 8" 20-- l" 19' 3" 2, i'_9- 22'-5" 21'-6" 22'-10" 20.& 24'-9" 5 24'- 1 " 21% .. 23'- 1 " 20'- 5" 25'-4" 124'- 4" 23'- 0" 24' 11" 23'-7": 22'-0" 28'- 8" 27'-9" 27'-7" 26'- 8" 26A " 25'-Ol' 30' - "' 26' 4 30'- 0", 28'-10" W- 11"i 25'-6" N. "- 22' " 5 0 10 2 1 16;-9" 20'-8" 20'-2" 19%6" r22'- 20'-Bl' 20'-2" 19-'7,6" 23-6' L 21' 5", 25'-7" 24'l 1 24'-1 25'-9" 25' 2" 124' 4" 5 0 15 1 18'-4" 17'- IT-6" 19 19'-0" 18'-4" 17' 6" 2 23'-4", 22'-4" 2i''I 22'79" 21'-8" 23 22A1 Y Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 31 2" per foot or less For steeper slopes; see pages 15-18. BCI® 4500s 1.8 Series 11/4" Flange Width 9'/2" BCI® 4500s 1.8 1 V/" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Non- i Non- Non- Non - Span Snow Snow Snow Snow Snow i Snow Snow Snow Length 115% 125% L/240 115% 125% L/240 115% 1( 25%) L/240 115% 125% L/240 6 315 343 338 367 353 383 356 387 7 270 294 289 315 302 i 329 305 332 8 236 257 253 275 264 287 267 290 9 210 228 225 245 235 255 237 258 10 189 205 202 220 211 230 214 232 11 172 1 187 184 I 200 192 209 194 211 12 147 160 169 183 176 k 191 178 193 13 125 136 156 169 162 177 164 179 14 108 118 i 107 139 j 151 151 164 152 166 15 94 102 88 121 i 131 141 153 142 155 16 83 90 73.. 106 115 126 #' 137 133 145 17 73 80 61 94 i 102 111 121 125 136 18 65 67 51 84 t 91 99 r 108 113 123 19 58 58 44 75 I, 82 73 89 97 102 111 20 49 49 38 68 74 63 80 87 92 100 21 43 43 33 61 67 54 79 83 90 22 - - 56 61 47 73! 66 72 76 82_- 23 51 54 42 61 j 66 69 75 24 47 i 48 37 56 I 60 54 64 69 25 43 43 32 51 1 56 48 59 64 26 ....... 47 51 42 54 59 27 44 { 48 38 50 54 28 i 41 44 34 47 51 46 29._ 43 -- 47 41 30 40 44 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALL® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least A inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALL® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Bo S ,_a_:;<3(Y 1 . ,E , €::._ .gY `i,i Y( : Ui.. -:i 1`_' Roof Load Tables Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 1 ® . 9 1 1, Use of these tables should be limited to roof slopes of 31/2" per foot or less. For steeper slopes, see pages 15-18. BCIO 5000s 1.8 Series 2" Flange Width 91/2" BCI® 5000s 1.8 11'/8" BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Snow Non -Snow Snow Non -Snow Snow Non -Snow Length 115%) 125%) L/240 115%) (125%) L/240 115%) 125%) L/240 6 315 343 338 367 353 383 7 270 294 289 315 302 329 8 236 257 253 275 264 287 9 210 228 225 245 235 255 10 189 205 202 220 211 230 11 172 187 184 200 192 209 12 157 171 169 183 176 191 13 145 158 156 169 162 177 14 125 1 136 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 135 18 75 76 58 96 105 114 124 19 65 65 49 87 94 82 103 112 20 56 56 42 78 85 71 93 101 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 54 76 83 23 59 62 47 70 76 68 24 54 54 41 64 70 60 25 48 48 37 59 64 54 26 43 43 33 55 59 48 27 51 55 43 28 47 50 38 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI° 6000s 1.8 Series 25/16" Flange Width 9'/2' BCI® 6000s 1.8 11%" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load Deflect. Total Load I Deflect. Total Load Deflect. Non- Non- Non- Non - Span Snow Snow Snow Snow Snow Snow Snow Snow Length 115% 125% L/240 115% I 125% I L/240 115% 125% L/240 115% 125% L/240 6 360 392 375 408 390 s 424 398 432 7 309 336 322 j 350 334 364 341 371 8 270 294 281 306 293 318 298 -_ 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 1 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 145 1 158 135 161 175 167 i 182 170 185 15 126 137 111 150 j 163 156 169 159 173 16 111 121 92 140 ( 153 146 { 159 149 162 17 98 j 101 78 126 137 137 149 140 152 18 86 86 66 112 122 108 130 141 132 144 19 74 74 56 101 110 92 120 130 125 136 T - 20 63 1- 63 48 91 99 80 108 117 119 12_9 21 55 55 42 83 90 69 98 107 i - 112 122 22 48 48 36 75 79 60 89 97 88 102 111 i 23 42 m,_... 42 32 69 70 53 82 89 78 93 101 24 61 61 47 75 i 81 68 86 93 25 54 54 42 r 69s j 75, 61_ 79 86 26 49 j- 49 37 64 C 69 54 73 79 27 43 43 33 59 ; 63 48 67 73 65 28 57 I 44: 63 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. 3t>. - s(.a: .Uzi' I olse i , -e ",ilqje , -1 I!, Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes; see pages 15-18. BCI° 60s 2.0 Series BCI° 90s 2.0 Series 25/16" Flange Width 3'/z ` Flange Width 11%" BCI®60s 2.0 14" BCI®60s 2.0 16" BCI® 60s 2.0 11'/8' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 I 1 Total -Qad--DgftecL Total -Qad--Dd?,d Non- Non- Non- Non Non- Non - Span Snow `Snow Snow 'Snow Snow ;Snow Snow, Snow Snow ;Snow Snow : Snow i Length M 15%)'aU240o 0 0 o a o o a o 0 6 413 449 413 449 413 449 507 551 - 5101 555 - 514 1 559 7 354 385 354 385 354 385 434 472 437 476 - 441 479 8 309 336 309 336 309 336 380 413 383 j 416 385 419 9 275 299 275 299 275_ 299 367 I - 340 370 - 343 372 10 247 269 247 247_ 269 247 269 338 304 330 j - 306_ 333_ - 308 335 11 225 245 225 245 225 245 276 300 I - 278 302 - 280 305 12 206 224 206 224 206 224 253 275 - 255 1277 - 257 279 13 1' 00 207 190 207 190 207 234 254 ' - 235 256 - 237 258 14 177 192 177_ 192 177 192 217 3 236 j - 2_18 238 - 220 239_ 15 165 179 165 179 165 179 202 ' 220 - 204 222 - 205 223 16 154 168 154 168 154 168 190 1 206 _ - .. 191 208 - 192 209 17 145 158 145 158 145 158 178 194 1. 180 196 - 181 197 1818 137 149 137 149 137 149 169 183 - 170 185 - 171 186 19 130 141 123 130 141 130 141 160 174 1 - 161 175 - 162 176 20 123 134 106 1 123 134 123 134 152 165 - 153 166 - 154 167 21 118 121 92 118 128 118 128 144E 157 134 145 158 - 147 159 22 106 106 81 112 122 112 122 138 150 118 139 23 93' 93 71 107 117 103 107 117 132 ' 136 l 104 133 144 - 134 145 24 82 82 63 103 112 91 103 112 120E 120 92 127 138 - 128 139 25 73 73 56 99_ 106 81 99 107_ 107 107 82 122 133 117 123 1 134 26 65 65 50 94 94 72 95 103 96` 96 73 117 128 104 118 1129 27 58 58 44 85 85 65 91 99 87 86 ' 86 65 113 123 94 114 124 I - 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84 110 119 29 47 36 69 69 52 85 92_ 71_ 70 70 53_ 100 76 106 j 115 102 30 43 47 43 32 62 62_ 4_7_ 82 84_ 64_ 63 Y 63 I 48 100 91 91 69 102 111 93_ 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 -52 40 75 75 57 ___.. 96 C 101 1 _77_. 33 47 47 36 63 63 48 48 48 36 69 69 52 92 92 71 34 43 43 1 33 58 58 44 44 44 33 63 1 63 1 48 85 85 65 35 53 53 41 40 40 31 58 1 58 1 44 78 i 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCI° Des-ign,Propertes BCI® Joist Series Depth inches] Weight plf] Moment ft-Ibs] 6Elx10 lb-in2][Ibs] K x 10 e Shear Ibs] End Reaction [Ibs] Reaction [Ibs] 1%" Bearing 3'/:" Bearing Intermediate 3'/" Bearing 5'/4" Bearing No WSM WS(21 No WSI') WSIzI NoWSI'I WS(2) No WSi'I WSizl 4500s 9'/ z 11V8 2. 1 2. 4 2360 3025_ 155 260_ 5 6 1475 1625 950 950 1125 1425 1125 1275 1425 1475 2100 2350 2525 2750 2250 2850 2525 3000 1. 8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 j 1975 2400 3200 2525 3350 5000s 9'/ z 11V. 2. 3 1 2.6 2725 3485 175 295 5 6 1475 1625 950 950 1125 1425 1125 j 1275 1425 ( 1475 2100 2350 2525 2750 2250 2850 2525 3000 1. 8 14 2.9 4130 430 8 1825 950 1525 1475 j 1725 2350 3050 `. 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 2525 3350 9'/ z 2.5 3165 200 5 1575 1175 1375 1 1375 1425 2400 2650 2700 2750 6000s 1. 8 11Y- 14 16 2. 8 3. 1 3. 3 4060 4815 5495 335 490 660 6 8 9 1675 1925 2175 1175 1175 1175 1425 1525 1625 1425 1475 1525 1725 1550 ( 1975 2500 2850 2900 3000 2600 3150 2925 3200 2650 3350 2950 3350 9'/ z 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500s 117/s 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 3150 ' 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 11% 14 3. 2 3. 5 6235 7440 450 660 7 8 1675 1925 1175 1175 1425 1525 1425 1475 1525 1725 2750 2850 ! 3200 3250 2750 3450 ' 3200 3650 2. 0 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 90s_- 11% 14 4. 3 4. 6 9550 11390 675 980 7 8 2150 2350 1425 1450 1850 1950 1800 1950 1850 2150 3375 3700 4000 4350 3400 3850 4100 4450 2 0 16 4.9 13050 1330 9 2550 1475 2150 1900 2350 3425 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) 0 3wN W12 384 EI + K 0 = deflection [in] w = uniform load [lb/in] I = clear span [in] Et = bending stiffness [lb -in'] K = shear deformation coefficient [lb] BCl° Closest Allowable Nail Spacing - Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) All BCI® Joists Nailing Perpendicular to Nailing Parallel to Glue Line Wide Face) Glue Line (Narrow Face) O. C. Spacing End of Joist O.C. Spacing End of Joist yNallSizeinches]inches inches i [inches] 8d Box (0.113 o x 2.5") 2 1'/2 4 1'f, 8d Common (0.131"o x 2.5") 2 1%2 4 ! 3 10d & 12d Box (0.128"o x 3", 3.25") 2 1'/z 4 3 16d Box (0.135"o x 3.5") 2 1'/2 4 3 10d & 12d Common & 3 2 6 4 16d S_in_ker 0.148 o x 3", 3.25" 16d Common 0.162"0 x 3.5" 3 1 2 6 1 4 Rrro nianhranm TihIP (t) Diaphragm Capacit' (2)(3) [lb/9] BCI® Series Unblocked Blocked As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 4500s, 5000s in building code 1425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges As permitted for 3x framing 1360 Ib/ft for 6" o.c. nailing @ panel edges 6000s, 6500s in building code 480 Ib/ft for 4" o.c. nailing, staggered @ panel edges 60s, 90s As permitted for 3x framing '.As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. 1L* 5M If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI® 60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ]CC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-11-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. Boise Cascade Rimboard Product Profiles t i1 it(E lit, 11/8" 1 r1 BC RIM BC RIM BOARD® OSB BOARD®* 15/16" 1 %11 VERSA -LAM® VERSA -LAM® 1.4 1800* 2.03100 9' /2" 11'/8" 14" 1611 Product may not be available. Check with supplier or Boise Cascade representative for availability. Perpendicular See chart for vertical load capacity. 4111 Min. 8d nails at 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. Parallel See chart for vertical load capacity. Connection per design professional of record's specification for shear transfer. V dia through bolts (ASTM A307 Grades A&B, SAE Exterior Wall Sheathing J429 Grades 1 or 2, or higher with washers and nuts) Max. 15/32" thickness or %" dia lag screws (full penetration), staggered BCI°/A1S01 Joists Min, connection for 40/SO list deck loading Perpendicular or Deck Joist Length Connection_ parallel to rim 12-0" & less 2 rows 64 bolt or lag screw, 24 .c. o(300 plf max.) 112'-1"-1a'-O" 2 rows %" bott or lag screw, i 16" o.c. (450 plf max.) Note: For snow bads greater than 40 psf, and/or dead loads greater Oo than 10 list, size connection per max plf values shown above. O `—' 'tEEILOCI LPG O G n Jse only str.: ;.rs t:-at ire approeect'or use with con' 1 . ^'leg v and tre9tn;e1;t. BOISE CASCADE" Rimboard Notes: Design of moisture control by others (only structural components shown above). For information on deck lateral bad connections to meet the 2009/20121RC, contact Boise Cascade EWP Engineering. For use of proprietary screws to attach ledger, consult screw manufacturer literature. For further information on residential deck design, see AWC DCA 6, Prescriptive Residential Wood Deck Construction Guide. Cascade _RJmboa rd Properties Vertical Load Allowable Design Values Capacity Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Poirit Lateral Capacity Flexural Stress Elasticity Shear to Grain Product If Ib lb/ft Ib/in2 Ib/in2 Ib/inz Ib/in2 1" BC RIM BOARD® (2) 3300 3500 180 Limited span capabilities, see note 2 1" BC RIM BOARD" OSB (2) 11/ 8" BC RIM BOARD® OSB (2) 4400 3500 180 Limited span capabilities, see note 2 V/ 16" VERSA -LAM' 1.4 1800 0) 6000 4450 Permitted per building code for all nominal 1800 1,400,000 225 525 2" thick framing floor diaphragms 1) 1 /."VERSA -LAM 2.0 3100 5700 4300 Permitted per building code for all nominal 2" thick framing floor diaphragms 3100 2,000,000 285 750 Closest Allowable Nail Spacing - Narrow Face [in] Product 1" BC RIM BOARD® (2) V BC RIM BOARD® OSB (2) 1%" BC RIM BOARD11OSB ( 2) Vhti" VERSA - LAM® 1.4 1800 0) V/." VERSA - LAM" 2.031000) 8d Box ( 0.113"o x 2.5") 3 3 3 3 8d Common ( 0.131"o x 2.5") 3 3 3 3 10d & 12d Box (0.128"o x 3", 3.25") See publication in note 2 for further nailing information. 3 3 16d Box ( 0.135"o x 3.5") 3 3 10d & 12d Common & 16d Sinker ( 0.148"p x 3", 3.25"); 16d Common ( 0.162"o x 3.5") 4 4 6 r 6 Notes 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information. c.,:; at.• a ._ Lzs;ea r'= e -t_7c• rs61'}, VERSA -LAM Products_ An Introduction to VERSA-LAMO Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. VE R-SA- L.AM°_Beam-Arch-itectu ral_.S pecificati.o.ns_ Scope: This work includes the complete furnishing and installation of all VERSA - LAM® beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM® beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM® beams Design: VERSA -LAM® beams shall be shall be manufactured in a plant sized and detailed to fit the dimensions evaluated for fabrication by the governing and loads indicated on the plans. All code evaluation service and under the designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing supervision of a third -party inspection agency listed by the corresponding evaluation service. Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/2" 3/:' 7'/4" 1" 9'/." and greater 2" Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM® beams are to be installed in accordance with the plans and Boise Cascade ll Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. Codes: VERSA -LAM® beams shall be evaluated by a model code evaluation service. Jill Jill illi =Q5 M@ 3 Depth a0 , O , /3 Depth - s 3 Depth 1/3 Span '/3 Span End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification® for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. VERSA-LAM°._Bea.m__Detai.Is Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint at bearing. z" air space required Strap per code if top plate is not continuous over header. Verify hanger capacity with hanger manufacturer between VERSA- Ljo concrete column and wood. Column connector per design 1 1 Trimmers 1 professional 1f record Slope seat cut Bevel cut r I Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush with inside of wall Strap per code if Sloped seat cut I Hanger ' s top plate is not Not to exceed I k'_: continuous _ inside face t of bearing. DO NOT bevel cut VERSA -LAMB beyond inside face of wall without approval from Blocking not 1 • for is Cascade EWP Engineering 1 Moisture barrier between 1 concrete and wood 1 ' shown clarity. or BC CALCe software analysis. VERSA -LAM"' Installation Notes Minimum of 11V air space between beam and wall pocket or adequate barrier must be provided between beam and concrete/masonry. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in your region's Specifier Guide. VERSA -LAM® beams are intended for interior applications only and should be kept as dry as possible during construction. Continuous lateral support of top of beam shall be provided (side or top bearing framing). M.0 I t i-p-I e=-M e m.be r__Co.n-n.evcto-rs. e-. -.-b-..-+.s.-._ ..s=:_ . ,. _..rc .. _ ... .....;,.->-.-'i_. :. __ -. - ....-.- - -, :: ..-„=-.mz 9a-xzv=w.__ =e -.= gas f e ' • e -, e _ _. -a' ;. Maximum Uniform Side Load (p19 Nailed r'r Dia. Through Bolt r1r Y" Dia. Through Bl Number of Members 2 rows l 3 rows 16d Sinkers @ Sinkers 12" o.c. 12" o.c. 2 rows @ sta ered 2 rows @ sla ered 2 rows sta eyed 2 rows @ sta ered 2 rows @ sta ered 2 rows sta ered 1%" VERSA -LAM® (Depths of 18" and less) 2 1 470 1 705 1 505 1 1010 2020 1 560 1120 2245 3t2) ; 350 1 525 1 375 1 755 1515 1 420 J 840 1685 4i31 I use bolt schedule 1 335 i 670 1345 1 370 745 1495 3%" VERSA -LAM® 2t31 i use bolt schedule 1 855 1 1715 1 N/A 11 1125 2250 N/A 1%" VERSA -LAM® (Depths of 24") Number Nailed r'r Dia. Through Bo1N' Dia. Through Boltrlr of Members 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12" o.c. 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 3 rows @ 3 rows @ 24" o.c. 8" 18" o.c. 6" staggered staggered 3 rows @ 12" o.c. 4" staggered 2 705 940 755 1010 1515 840 1120 1685 31 1 525 705 565 755 1135 630 840 1260 4 (4) i use bolt schedule 505 670 1010 560 745 1120 1. Design values apply to common bolts that conform to ANSI/ASME standard B18.21-1981 IASTM A307 Grades A&B, SAE J42 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the boll holes must be at least 2' for W bolts and 2%" for W bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 0.135" diameter x 3.5' length, 16d sinker nails = 0.148' diameter x 3.25" length. 4. 7" wide beams must be top -loaded or loaded from both sides (lesser side shall be no less than 5 % of opposite side). For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing far Maximum Uniform Load From One Side Depths 11'/," & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 1%" plies Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 plf Depths 1134' & less 2 rows 16d box/sinker nails @ 12" o.c. 300 plf 3) 13/V" plies (1) Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 450 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 600 plf Depths 18" & less 2 rows''/V bolts @ 24" o.c., staggered 335 plf Depth = 24" 3 rows %:" bolts @ 24" o.c., staggered every 8" 505 plf Depths 18" & less 2 rows %" bolts @ 24" o.c., staggered 855 pit 2) 3/z" plies Depth 20" - 24" 3 rows %:" bolts @ 24" o.c., staggered every 8" 1285 pit 1. The nail schedules shown appy to both sides of a 3-member beam. 2. 16d box nails = 0.135" diameter x 3.5" length, 16d sinker nails = 0.148" diameter x 3.25" length. 3. Beams wider than 7' must be designed by the engineer of record. 4. All values in these tables may be increased by 15 % for snow -bad roofs and by.25 k for non -snow bad roofs where the building code allows. 5. Use allowable load tables or BC CALC® software to size beams. 6. An equivalent specific gravity of 0.5 may be used when designing specific connections with VERSA -LAM@. 7. Connection values are based upon the 2012 NDS. 8. FastenMaster TrussLok, Simpson Strong -Tie SDW or SDS, and USP WS screws may also be used to connect muhiple member VERSA - LAM" beams contact Boise Cascade EWP Engineering for further information. Designing Connections for Multiple VERSA -LAM-' Members When using multiple ply VERSA -LAM® beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA -LAM® floor beam. Given: Beam shown below is supoomng residential floor load 40 ps` ive load: 10 psf read load) and is spanning 16'-0". Beam depth is limited to 14"._ rn Find: A multiple 11/" ply VERSA -LAM -'that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14' 1 2 + 18' / 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC® to size beam. A Triple VERSA -LAM 2.0 3100 1''/" x 14" is found to adequately support the design loads 3. Calculate the maximum pit load from one side the right side in this case). Max. Side Load = (18',' 2) x (40 + 10 psf; = 450 pit 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 1%" VERSA -LAM®, 3 members. 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed. 3 rows 16d sinkers @ 12" o.c. 525 plf is greater than 450 pit OK Bolts: Ye" diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK I:it) Sf- a-c;:'e ; t - 1_'. : rr, 4or 1 C: i,u.;.; ),l`2 I',; VERSA- LAM° Floor Load Tables VERSA -LAM° 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports (inches] 1'/1' VERSA -LAM® 2.0 3100 Double Ply 1'/" VERSA -LAM® 2.0 3100 or Triple Ply 1'/4" VERSA -LAM' 2.0 3100 or Quadruple Ply 1'/." VERSA-LAM®2.0 3100 or Span 3Y:" VERSA -LAM 2.0 3100 5%4" VERSA -LAM 2.0 3100 7" VERSA -LAM 2.0 3100 fit] T/." - 9'/:" 117/." j 14" T/a' 9'/:" 111%" 14" 16" 18" 24" - 9%" 11/." 14" 16" 18" 20" 124" 11%s" 1 14" 16" - 18" 20" 24" 763 1063 1424 j 1795 152 6 762 f E ._........... 1.814 4 2.4/6.113.3/8.2,4.1/10. 1525_. 1.8/4.4 2.4/6.1 3.3/8.2,4.1/10.3 5/12.6 6/15 6/15 2.4/6.1 3.3/8.2'4.1/10.3 5/12.6 6/15 6I15 1 6/15 3.3/8.2 4.1/10.3 5/12.6 6/15 6/15 i 6/15 479 i 746 1 979 1207 957 1492 1 1957 ; 2414 2886 j 3402 3913 2237 1 2936 ( 3622 4328 ` 5103 5876 5870 3914 { 4829 5771 6803 ` 7834 7826 8 322 724 - 1 _.. -- 643 1447 j..-- -- 2171 r --- - --- --- i - 1.5/3.7,2.3/5.7' 3/7.5 13.719.3 1.5/3.712.315.71 3175 i3.719.34.41i1.1 5.2/13; 6/15 2.315.7 317.5 j3.7/934.4111.1'5.2/13, 6115 6115 3175:3.719.3,14.4111.1'5.2113 6115 16/15 24243 ( 551 745 1 909 3 - 487 1102 i87 - -- 1489 1817 2148 2502 3126 1653 2234 12726 3222 3753 4322 4688 r - 2 - - - -. -- 2978 3635 4296 5003 5763 6251 10 165 1 370 724 329 741 1447 , - 1111 2171 2894 1.513 12.1 /5.312.9/7.1.3.5/8.7 1.5/3 7.1 3.5/8.7 4 1/10.3 4.8/12 16/15 2.1/5.3F2.9/7 1!3.5/8 7 4.1/10.3 4.8112 5.5113 8 6/15 2 9/7.113.5/8.7,4.1/10.3 4.8/12 5.5113 8' 6/15 182 I 413 •; 665 1 808 364 825 E 1330 1617 1904 i 2209 2839 1238 I. 1995 1 2425 2856 3313 1 3800 1 4259 2659 3233 f 3807 4417 1 5067 5679 11 124 l 278 544 24_7 557 ] 1087 ftt _ 835 1r 1631 j 2175 6/151.5/3 1.714.4 2.8/7 f3.4/8.5 1.5/3 1.7/4.4 2.8/713.4/8.5 4110.1l4.7/11.7 6/15 1.7/4.4( 26/7'.3.4/8.5 4/10.1;4.7/11.75.4I13.4 6/15 2.8/7 _3.4/8.5i4/10.147/11.75.4/13.4 139 1 317 585 1 728 279 634 1 1170 1456 1709 1977 2601 950 1755 2184 2564 2965 1 3390 3901 2340 2912 3418 ,3953 4519 1 5201 12 95 214 419 686 191 429 637 1372 643 1256 2058 1675 2745 1.51311.513.712.716.8;3.4/8.4 1.513 1.5/3.712.7/6.813.418.4 3919.914.6111.4 6115 1.513.7 2.7/6.813.4/84 3.9/9.94.6111.4,5.2/13 6115 2.7/6.8 3.4/8.41 39/9946111.4;5.2/13{ 6/15 109 1 248 1 488 1 662 217 1 496 976 1324 1550 1 1789 ; 2399 744 1 1464 ; 1986 2326 2683 3059 1 3598 1952 - 2647 1 3101 3577 ; 4078 i 4797 13 75 169 1 329 540 150 337 659 1079 ' - 506 1 988 1 1619 - j 1317 ' 2159- 1.513 1.5/ 3.1 2.4/6.1,3.3/6.3 1.5/3 1.513.1 2.4/6.1:3.318.3 3.919.7,4.5l11.21 6115 1.513.112.4/6.tj3.3/83 3.9/9.74.5/11.25.1112.7 6/15 2.4/6.113.3/6.313.9/9.1A.5111.25.1112.71 6115 86 198 390 585 173 395 779 1 1171 1418 1633 2226 593 1169 ( 1756 2128 2449 2786 3338 1558 2342 2637 3265 3715 4451 14 60 135 264 432 120 ' 270 527 864 1290 j - 405 1 791 1296 1 1935 - j - 1055 1 1728 ( 2580 - 1.5/3 1. 513 2.1/5.3 3.2/7.9 1.5/3 1.5/3 2.1/5.3'3.2/7.9 3.8/9.64.4/11 i 6/15 1.5/3 2.115.3;3217.9;3.8/9.6 4.4I1115/12.5, 6I15 2.1/5.313.2/7.9,3.8/9.614.4I1115/12.51 6115 15 70 160 316 1 509 49 1 110 1 214 351 139 320 98 220 631 1018 1 1307 ! 1502 2076 429 703 1049 1493 ! - 479 1 329 947 1527 1 1960 2253 2558 1 3113 643 1054 1573 2240 - 1262 2036 1 858 1405 2614 1 3003 3410 l 4151 2098 2987 j 1. 513 ; 15/3 18/4.6,2.9/7.4 1.513 t t.5/3 10.9 1.8/4.62.917.4 3.819.54.3/6/15 1.5/3 1.8/4.6 2.9/7.4 3.8/9.54.3/10.94.9/12.3 6/15 1.8/4.6 2.9/7.4 3.8/9.5;4.3/10.94.9/123 6/15 16 57 131 259 427 40 90 177 289 113 262 80 181 518 854 1151 11390 1 1944 353 579 864 1230 1-- 393 271 1 777 a 1281 1727 1 2085 2364 j 2917 530 866 1296 1846j- 1036 1708 1 707 1158 2303 2780 3151 3889 1728 1 2461- 1. 5/3 ; 1. 513 i 1.614 i2.616.6 1.513 1.5/3 1.6/4 '2.616.6 3.6/8.9 4.3/10.7. 6115 1.5/3 1 1 -- 1.6/4 i2. 6/6 6 3.6/8.9'4.3/10 74.9/12 2 6/15 1.614 12.6/6.613.6/8.9 4.3/10.74.9/12 2' 6115 108 215 355 93 217 430 710 1018 11274 ' 1826 325 645 t 1065 1527 1911 2196 2739 860 1420 2036 2547 2929 1 3652 17 75 147 {- 241 67 151 295 j 483 720 1026 226 442 724 j 1081 1539J 2111 _ 589 965 1441 2052 28_1_4 1.5/3 3/ 51 612.3I5.91.5/3 1.5/3 1.5/3.6,2.3/5.93.3/8.4,4.2110 5 6115 1.5/3 1 513.6i2.315.9 3.318.4,4.2/10 5, 4.81121 6/15 1 5/3.6 2.3/5.9 3.3/8.4'4.2/10.5 4.8/12 1 6115 18 90 1 180 1- 298 64 124 203 77 181 56 127 360 j 596 1 894 1 1134 1701 248 407 607 , 864 i - 271 191 1 540 894 1341 1701 1 2051 1 2552 372 610 910 i 1296 177a 1 720 1191 496 813 1788 i 2268 2735 J 3402 1214 1728 1 2371 15/3 11.513. 212.1/5.2 1.5/3 1.5/3 j1.5/3.212.1/5.2 3.117.8) 419.9 ,5.9/14. 1.513 1.513.212.1/52 3.1/7.8 419.9 4.8/11.95.9/14. 1.5/3.2 2.1/5.2 3.1/7.8, 419.9 4.8/11 95.9/14. 76 j 152 252 65 152 304 ( 504 758 1016 11592 229 1 457 757 j 1137 1524 1863 i 2388 609 i 1009 1 1516 1 2032 2484 3184 19 1 54 105 173 48 108 211 346 516 735 162 316 519 774 1102 1512 - 422 691 1 1032 1470 2016 1.513 1 1. 513 ,1.9/4.7 1.513 1.5l3 1 1.513 1.914.7. 2.817 3.7/9.45.8/14. 1.5/3 1.513 11.914.7 2.8/7 13.7/9.4!4.6/11.45.8/14. 1.513 11.9/4.7 2.8/7 13.7/9.4'4.6l11.45.8/14. 65 + 130 215 54 129 259 '; 430 1 647 1 915 1 1496 194 389 I 646 971 1373 1 1678 12243 519 861 1 1295 1 1830 1 2237 1 2991 20 46 1 90 146 41 93 j 181 296 442 630 1493 139 271 1 445 664 1 945 1296 1 2240 362 ! 593 885 1260 1728 2987 1.5/3 ! 1. 5/3 11.714.2 1.5/3 ! 1.5/3 1.5/3 i1.7/4.212.5/6.313.618.95.8/14. 1.5/3 1 1.5/3 11.7/4.2 2.5/6.3 3.6/8.94.3110.8;5.8/14. 1.5/3 1.7/4.2 2.5/6.3i3.6/8.9'4.3/10.85.8114. 96 160 68 "-111 95 70 192 j 320 1 482 692 1304 L 136 223 332 473 1122 142 104 288 ( 480 724 1038 r 1382 ( 1956 80 204 334 499710 974 1683 384 ' 640 272 445 965 1383 1842 2608 665 947 1299 2244 22 j { 1.5/3 ;1. 513.5 1.5/3 1.5/3 1.S13.5 2.1/5.2 3174 I5.6/13. 1.5/3 4 1.5/3 1.5/35 2.115.2i 3174 :3.9/9.9'5.6/13. 1.513 :1.5/35 2.115.2= 3/7.4 i3.9/9.95.6113. 24 1 72 122 T 5286 71 54 145 243 368 29 1092 105 1 172 256 1 864 106 80 217 365 552 793 1095 ( 1638 157 257 384 547 750 1296 290 486 209 343 736 1057 1460 1 2184 512 729 1000 1 1728 r365 1,513 1.5/3 1.513 1.5/31 1.513 1.8/4.416.35.1/12. 1.5/3 1.513 1 1.5/3 1.8/4.412.5/6.313.4/8.6 .1/12. 1.5/3 1.5/3 1.814.4'2.5/6.31.3.4/8.65.1/12. 56 94 54 111 188 1 286 ! 412 1 927 80 167 j 282 i 429 j 618 i 855 E 1390 223 376 1 572 1139 1853 26 41 67 42 82 135 1 201 287 ; 680 63 124 ? 202 i 302 430 590 1020 165 _ 270 403 574 787 1359 1.5/3 i 1.5/3 1.5/3 1.5/3 1 1.513 1.5/3.7,2.115.34.7111. 1.5/3 1 1.513 1 1.513.1.513.7j2.115.312.9/7.34.7/11. 1.513 1.5/3 1.5/3.712.1/5.312.9/7.314.7/11. 741 87 ! 148 226 E 326 j 792 61 130 222 336 489 ' 678 i 1188 174 296 451 ' 652 904 1584 28 1 54 66 ! 108 161 230 1 544 51 99 i 162 242 1 344 472 j 816 132 216 322 459 1 630 1088 1.5/3 1 1.5/3 1.5/3 1.513.211.814.64.4110. 1.51311.513 1.513 1.5/3.21.8/4.6i2.516.34.4/10. 1.513 1.5/3 1.513.211.8/4.62.5/6.31,4.4/10. L59 f- - 271 (393 - 959 - 37-__?351279 361 523 72 30445488 1 131 187 442 60 132 197 280 1 384 664 107 176 262 373 512 885 1 1.513 1. 5/3 1 1.573 1.5/3 1.6/4 13.8/9.5 1.513 1 1.5/3 1.5/3 l 1.614 .2.2/5.5,3,8/9.5 1.5/3 1.513 1.513 j 1.614 i2.2/5513.8/9.5 Total Load values are limited by shear, moment or deflection equal to U240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALL" software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3- ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. V ERSA-_LAMO Roof _Load .Tables ___ VERSA -LAM° 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span 1W VERSA -LAM® 2.0 3100 Double Ply 1%" VERSA -LAM'° 2.0 3100 or Triple Ply 1W VERSA -LAM® 2.0 3100 or Quadruple Ply 1%" VERSA -LAM® 2.0 3100 or 31/V VERSA -LAM 2.0 3100 5/. VERSA -LAM 2.0 3100 7" VERSA -LAM 2.0 3100 ft] 71/." 9%z" . 11%" j 14" 7'/." : 9'/V' 11'/e" 1 14" 16" 18" 24" 9%" 11%" 14" - 16" 18" `' 20" 24" 11%" 14" 16" 1 18" 20" 24" 878 1223 1639 2065 1755 2446 3278 1 4130 15047 5232 5226 3669 4917 6195 7570 7848 7845 1 7838 6556 1 8260 10094 110463 10459 10451 6 r __ ..._ .. _ ... 2/5 12.8/7 i3.8/9.4 4.7111. 2/5 2.8/7 3.819.41,4.7/il.85.8/14.5 r _...__ 6/15 6/15 2.8/7 ,3.8/9.4 4.7/11.85 8/14.5 6l15 6/15 6/15 3.8/9.4 4.7111.85.8114.5, 6/15 6115 6/15 598 858 1126 1389 1197 1 1717 2252 2779 3321 13915 3913 2575 i 3379 4168 4981 5872 1 5876 i 5870 4505 1 5558 1 6642 17829 ( 7834 7826 8 482 1.8/4.612.6/6.6 35/8.6;4.3/10. 965 1.814.61[2616.6..3.5/864.3/10.651/12.7i 6115 6/15 2.6/6.6 3.5/8.6T4.3/10.65.1/12.7. 1 6/15 6/15 i 6/15 3.5/8.64.3/10.65.1112.71 6/15 6/15 6/15 10 326 247 637 857 1046 556 651 ! 1274 1714E T - 494 1111 2092 2472 2880 ! 3126 1912 2571 1667 3138 3709 4320 4695 4688 3429 1 4184 4945 j 5759 6259 6251 r 1 3.1 24/6.1'33/8.2. 4110 1.513.1;2.4/6.1 3.3/8.2f4/10 147111.9'5.5/13.8, 6/15 2.4/6.1 3.3/8.21 4/10 47/11.95.5113.Si 6/i5T6/15 3.3/8.21 4110 .4.7/11.9r5.5/138 6/15 5/15 11 244 186418 526 765 931 i .._. 487 371....E 1 1052 1.531 835 _ 1861 1. 2192 2543 1 2839 I 1 .__....._ 1577 2296 1253 .......... 2792 1 3288 3814 1 4265 4259 i ....__ : .-L 3062 1 3723 4383 1 5085 1 5687 5679 I _ 1.5/3 2.2/5.6,3.2/6.113.9/9.8 1.5/3 J22/5.6 3.2/8.1 3.9/9.8'4.6/11.65.4/134 6115 2.2/5.6 3.216.1 3.9/9.84.6/11.6;5.4113.4i 6115 ; 6l15 3.2181,3.919.846/11.65.4/134 6/15 6/15 187 I 424 1 674 638 374 848 1347 1676 j 1968 2276 2601 1272 2021 2514 ( 2952 3414 3903 3901 2694 3353 3936 4552 5203 5201 12 143 1.5/3 322 628 { 9.7i .,2/4.9 `31/7.8 3.9 286 643 1266 1.5/ 3 2/4.9 3.i/7.813.9/9.714.5/11.35.2/13.11 6/15 965 IBM 214.9 13.1/7.8 T - - - - 3.9/9.74.5/11.35.2/13.1) 6/15 i 6115 2512 3.1/78 3.9l9.74.5/11.35.2/131`- : 6/15--- 6/15-- - 146 332 1 573 762 292 1 665 1 1146 1 1524 1785 2060 ' 2399 997 1719 228T 2678 : 3089 3522 1 3598 2292 ;` 3049 3571 1 4119 4696 4797 13 112 253 494 - 225 1 506 988 759 1482 1976 1.5/3 1.714.2 2.9/7.2'3.8/9.5 1.513 11.7/4.2r2.9/7.213.8/9.514.5/11.25.1/12.9, 6/15 1.714.2'2.9/7.213.8/9.5,45/11.25.1/12.95.9/14.71 6115 2.9/7.213.8/9.5'4.5/11.215.1/12.95.9/14.7 6115 116 265 ' 493 i 674 233 1 530 987 1 1349 ? 1634 1880 i 2226 796 1480 1 2023 12450 2821 3208 3338 1973 2697 3267 1 3761 1 4278 4451 14 90 203 396 j 648 180 1 405 , 791 1296 1 -- 608 1187 19441 - - 1 - 1582 1 2593 ! - I - 1.5/3 1.5/3.612.7/6.713.6/9.1 1.5/3 11.5/3.6 2.716.7 3.6/9.114.4111 5.1112.71 6/15 1.5/3.6 2.716.7I3.6/9.114.4/11 1112.75.8/14.4 6/15 2.7/6.713.6/9.114.4111 f,5.1/12.75.8114.4 6/15 15 94 73 1 215 1 423 ' 586 165 322 1 527 188 I 429 846 146 329 643 1 1173 1505 1730 1 2076 1054 644 1268 494 965 1759 1 2258 ' 2595 1 2946 1 3113 1581 1691 1 2346 3011 1286 ' 2108 1 3459 L 3928 4151 v 1.5/3 1.5/3.112 5/613.4/8.5 1.513 11.5/3.1 2.5/6.1 3.4/8.5 4.3/10.9 5/12.5 6/15 1 5/3.1;2.5/6.1 3.4/8.5 4 3/10.9; 5/12.5 i5.7/14.2i 6/15 2.5/6.1 3.418.5 4.3/10.8 5/12.5 5.7/14.2 6/15 77 176 347 515 153 1 352 695 1029 1 1327 1601 ( 1944 528 1042 1544 1 1990 2402E 2723 i 2917 1389 (2056 2653 3202 1 3630 3889 16 60 136 265 434 121 1 271 530 868 1296 407 795 1303 1944 - ` - _ 5 1060 .i .1737 2593 I - 1.5/3 1.513 12.215.4'3.217.9 1.5/3 1.513 2.21 .4 3.2/7.9.4 1/10.24.9/12.3 6/15 1.5/3 2.215.4 3.2/ 4 /10.24.9/12. 6/14 6/15 2.2/5 4 3.2/7.9 4.1/10.24.9/12.3 5.6114 6115 63 146 ' 289 455 362 127 292 577 101 226 442 910 1173 1468 1 1829 724 106117 438 866 1365 1760 2201 ' 2531 2743 1086 11621 1154 1820 2346 884 14463392212161j 1 2935 i 3374 ' 3657 1.5/31.5/31.513 1.9/4.8 3/7.5 1.5/3 i 1 5/3 1.9/4.8 3/7.5 (3 9/9 6? 4.8/12 6I15 1.5/3 1.9/4.8 3/7.5 13.919.6 4.8/12 5.5/13.8 6/15 1.9/4.8 3/7.5 3 9/9.61 4.8112!5.5/13.8 6115 1g 53 i 42 122 I 242 399 95 ? 186 305 106 244 1 484 85 191 37 799 1 1045 1 1307 1 1726 610 1 910 1296 367 726 286 558 1198 1567 1961 12364 1 2588 915 1 1366 1944 968 1598 2089 744 1220 1821 2614 3151 3451 2593I- 1.5/3 1.5/3 1.7/4.3 2.8/7 1.5/3 I 1 5/3 !1.714.3 2.8/7 3.6/9.1 4.5/11.4E 6/15 1.5/3 '1.7/4.31 2.8/7 3 6/9 1 4.5/11 45.5/13.7 6115 1.7/4 3i 2.8/7 3 6/9.1 44.5/11 45.5/13 7 6115 103 205 ':. 339 89 1 206 1 410 1 677 1 936 1 1171 1 1634 310 615 1016 ? 1404 `; 1757 2147 2450 820 1 1354 1 1872 1 2342 1 2862 1 3267 19 81 158 259 72 162 316 519 774 ( 1102 243 '' 475 778 1161 1653 633 1 1037 1 1548 2204 j - 1.5/3 1.5/3.8 2.5/6.3 1.5/3 1 1.5/3 1.5/3.8 2.5/6.3 3.4/8.64.3/10.8 6/15 1.513 1.513.8 2.516.313.4t8.64.3110.85.3/13.11 6/15 1.5/3.82.5/6.3°3.4/8.64.3/10.85.3/13.1'. 6115 68 175 i 289 75 176 350 579 843 ! 1055 1551 263 525 868 1 1265 1583 1934 2326 699 1157 1 1686 1 2110 1 2579 3101 20 1 69 136 222 62 I 139 1 271 445 664 945 - 208 1 407 667 996 :I 1418 - 543 889 1 1327 1 1890 1 - 1.5/3 1.5/3.412.315.6 1.5/3 1 1.513 i1.5/3.4 2.315.6i3.3/8.2'4.1/10.21 6115 15/3 .1.513.4 2.315.633/8.24.1/10.2 5/12.51 6115 1.55 3.4 2.3/5.613.318.2,4.1/10.2:.5/12.51 6/15 65 1 130 216 54 1 130 260 431 1 649 1 869 1407 194 390 647 973 1303 1593 2111 520 I 862 1297 1 1738 1 2124 2815 22 52 102 167 1.5/3 1.5/3 N.9/4.7 46 104 204 1.5/3 i 5/3 , 1.5/3 334 499 ' 710 1.9/4.71 2.817 3.7/9.36 15 157 306 1.5/3 1.513 501 748 1065 1461 I 1.9/4.7 2 6/7 i3.7/9 3 4.5/11.3fi 6/15 408 668 997 1.5/3 71.9/4.7 2.817 1420 1 1948 3.719.3,14.5/11 3 6/15 24 99 164 79 129 98 197 80 157 1 329 1 496 711 1 1259 1 257 384 547 I - 146 296 121 236 493 i 744 1066 1 1334 1 1889 386 576 820 1125 395 1 658 992 314 515 768 1422 1 1779 2518 1094 1500 15/3 ;1.6/3.9 1.5/3 1.5/3 f--- 1.6/3.912.3/5.9 3.3/8.35.9/14. 1.5/3 1.5/3 1.6/3.9 2.3/5.9 3.3/8.34.2/10.45.9/14. 1.5/3 .1.6/3.9 2.3/5.9 3.3/8.34.2/10.45.9/14. 76 128 I 75 153 256 i 387 555 1 1069 112 229 383 1 580 1 833 1132 1 1604 305 511 773 1110 ! 1510 2139 26 62 101 63 j 124 202 302 1 430 1020 95 1 185 304 453 645 { 885 11529 247 405 1 604 860 1180 2039 1.5/3 11.5/3.3 1 1.5/3 1.513 1.5/3.31 2/5 12.817.1,5.4/13. 1.5/3 1.5/3 1.5/3.3 2/5 12.8/7.1 3.8/9.6'5.4113. 1.5/3 1.513.3 2/5 2.817.113.8/9.65.4/13. 60 101 58 120 202 306 441 1 919 87 1 180 1 303 i 459 661 1 914 1378 240 ! 404 ! 612 882 1 1219 1837 28 1 1 49 1 81 51 99 162 242 344 816 76 148 243 1 363 517 709 11224 198 324 464 689 945 1633 1 1.5/3 1.513 11.513 1.513 1.5/3 ;1.7/4.3;2.4l6.115/12.6 1.5/3 1 1.5/3 1.513 ':17/43112.416.1 3.4/8.4,'5/12.1 1.513 1 1.513 11.7/4.3 2.4/6.113.4/8.4'5112.6 r3O 81 66 95 80 161 1 246 355 797 132 197 280 664 68 143 62 121 242 369 533 736 1196 198 1 295 420 1 576 996 190 323 492 161 263 393 710 984 1594 560 768 1327 r._ 1 I , _.._.._ 1.5/3 1 1.5/3 1.513 11 5/3.7,2.1/5 3,4.7/11.7 1.5/3 : 1.5l3 1.513 1.5/3.7,2.1/5.3 2.9/7.3,4.7/11. 1.5/3 1.5/3 1 5/3.7,2.1/5.3 2.9/7.3 4.7/11. 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 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-ply, 3-ply or 4-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. center to center of the supports. Analyze multiple span beams with the BC CALCW software if the length of any span is less than half the length of an adjacent span. 1 /inch members deeper than 14 inches are to be used as muHi le -member beams onPp h• Table values assume that lateral support is provided at each support and continuously along the tap This table was designed to apply to a broad range of applications. It may be passible to exceed the edge and applicable compression edges of the beam. limitations of this table by analyzing a specific application with the BC CALC® software. fail VERSA -LAM° Roof-Load=._Tables_ ___. VERSA -LAM° 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [pit] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] 1'/"YERSA-LAM02.0 3100 orDouble3%" y 1W VERSA -LAM' 2.0 100 orTriple51" Quadruple"0 3100 orVSpanVESARLAM2031003100VERSA -LAM 2.03100 ERSA-LAM 2 0 3100 fl] 7'A" 9'/V' : 11'/." j 14" 7'/." _ 9%" ' 11'/" 14" 16" I 18" 24" 9%i' 11Ye" I 14" 16" I 18" 20" 24" 11%" - 14" 16" 18" 20" k 24" 954 1330 1782 2245 1908 2660 3564 4491 5234 i 5232 5226 3990 5346 6736 7851 7848 7845 7838 7128 8981 ! 10467 , 10463 10459 110451 2.2/5.5,3.1/7.64.1/10.2'5.1/12. 2.2/5.5 3.1/7.614.1/10.25.1/12.9 6/15 6115 6/15 3.1/7.64.1/10.25.11129 6115 6/15 6115 , 6/15 1/1025.1/12.9 6115 6/15 6/15 6/15 640 933 1225 1511 1279 1867 2449 3022 3611 [ 3919 3913 2800 3674 14532 5417 [ 5879 5876 ( 5870 4899 6043 ' 7222 7838 1 7834 7826 8 482 ' 965 2/4.9 2.9/7.1!P3.819.44.6/11. 214.9 ,2.9/7.1 3.8/9.4:4.6/11.65.5/13.8 6/15 ! 6/158, 2.9/7.1 3.8/94,4.6/11.65.5113.8 6115 6/15 { 6115 3.8/9.44.6/11.65.5/13.6 6115 ! 6/15 (6/15 326 693 1 932 1 1138 651 1386 1864 1 2275 2689 3132 1 3126 2079 12797 3413 4111 4698 4695 4688 3729 4550 5378 6263 i 6259 6251 10 247 556 - 494 1111 r-- -.___. 1667- 1.5/31 2.7/6.6 36/8.94.4/10. 1.5/3.1 2.7/6.6 638.94.4/10.95.2/12.9, 6/15 6/15 2.7/6.6 3.6/8.94.4/1095.2/12.9 6115 6/15 . 6/15 3.618.94.4/1095.2/12.9 6/15 ! 6/15 [ 6/15 244 , 552 1 833 11012 186 4_8 81 487 1104 375 1.. 665 _2024 2384 1 2765 283_9.. 1631 1656 123 2498 3037 35764148 -4.-265 i 42_5_..9._....3 k- 24465531 56871 567947 330......__ 326211 j 1.513123/ 5.8' 3.5/8.814.3/10. 1.513 2.3/5.813.5188'.4.3/10.7 5112.6 15.8 114 66/15 2.315.8 3.51884.31107 5/12.6 5.8/14.6 6I15 6/15 3.5/6.84.3/107, 5/12.6i5.8/14.6 6115 j 6115 187 I 424 733 912 371 8481 1465 1, 1823 ! 2141 [ 2475 2601 1272 1 2198 2735 3211 13713 3907 13901 2931 3647 4281 1 4951 5209 1 5201 12 143 i 322 628 286 643 125E 965 1884 2512 0. 1.5/3 214.9',3. 4/ 8.44.2/10. 1.5/3 214.9 r3.41844.2I10.549112.35.71143 6115 2/4.9 1 3.4184',4.2/10.54.9/12.35.7114.3 6115 1 6115 3.4/8442/1054.9/12.357/14.3, 6115 ( 6/15 146 1 332 623 i 829 292 ' 665 1247 1658 i 1942 ' 2240 2399 1- -- 997 1 1870 [ 2487 2913 i 3360 3604 1 3598 2494 331E 1 3884 4480 4806 4797 13 112 253 494 1 810 225 1 506 1 988 j 1619 759 1482 2429 1976 1.5/3 1.7/4.2! 3.1/7.8 4.1/10. 1.5/3 i1.7/4.2 3.117.8°4.1/10.4'4.8/12.1j5.6114 6115 1.714.2 3.117.8;4.1/10.44.8/12.11 5.6114 ' 6115 ( 6115 3.117.84.1110.44.8/12.1`5.6/14 6/15 i 6/15 116 265 521 734 233 : 530 11043 1467 !. 1777 j 2046 2226 796 1 1564 2201 1 2666 3068 3345 j 3338 2085 1 2934 j 3554 ,:; 4091 !. 4459 4451 14 90 203 396 , 648 180 405 791 ! 1296 - 608 1 1187 i 1944 - 1582 1 2593- 1.513 :1.513.6j 2.8/ 7 419.9 1.5/3 11.513.61 2.817 419.9 ',4.8/12 5.5/13.8" 6/15 1.513.61 2.817 ! 4/9.9 4.8/125.5/13.8 6/15 605 2.8/7 4/9.9 4.8/12 5.5/13.6, 6/15 6/15 15 94 215 423 638 73 165 322 527 188 421 146 s 329 846 127E 1638 1882 2076 i 643 1054 1573 644 494 1268 ( 1914 2456 [_ 2823 3120 3113 965 1581 2360 1691 2552 128E 2108 3275 j 3763 4159 1 4151 i - - 3146 6115 6/15 1.5/3 1. 5/3.1j2.5/6.13.7/9.2 1.5/3 1.5/3.12.5/6.13.7/9.2 4 7111.85.4/13.fi 6/15 1.5I3.1 2.516 1;3.7/9.2 4.7/11.85.4/13 6, 6/15 (6/15 2.5/6.1 3.7/9.2,4.7/11.85 4113.6. 16 77 , 176 347 ( 560 60 1 136 265 134 153 352 121 271 695 1120 1443 ! 1742 1944 530 ! 868 129E i - 528 407 1042 j 1680 2165 2613 2923 2917 795 '• 1303 1944 1389 2240 1 1060 -` 1737 2887 3484 1 3897 13889 2593 r - - 1.5/3 1 1513 j2.2/ 5.4 3.518.E U. 1.5/3 2.2/5.4 3.518.64.4/11.15.4/13.4, 6/15 1.5/3 2.2/5.413.5/864.4/11.1'5.4/13.4 6/15 6/15 2.215.4 3.5/8.64.4/11.15.41134, 6/15 6/15 63 146 1 289 476 127 292 577 I 951 1 1277 [ 1597 ] 1829 438 866 1 1427 1915 1 2395 2749 ` 2743 1 1154 1902 1 2553 [ 3193 3665 ' 3657 17 50 1 113 221 362 101 226 442 I 724 1081 1539 J - 339 663 108E 1621 2308 884 1448 2161 3078 - 1.5/3 1 15/3 i1. 914.813.t17.6 1.513 1.5/3 1.914:T3.1/7.842110.55.2/13.1 6115 1.5/3 11.9148 3.1/784.2/10.55.2/13.1. 6/15 ( 6/15 1.9/4.8;3.1/Z 4.2/10.552/13.t 6/15 1 6/15 53 ; 122 242 L 399 106 244 1 484 1 799 1137 ` 1422 L 1726 367 726 1198 1 1705 ' 2133 1 2572 ( 2588 968 1598 1 2274 2645 3429 ' 3451 1g 42 95 186 ( 305 85 191 372 610 910 E 1296 211 558 915 1366 1944 744 1220 1821 i 2593 1.5/3 1.513 1.714. 3 2i/'7 111 .513 1.5/3 11.7/4. 31 2.8/7 419.9 4.9/12 31 6115 1.513 11.714Y. 2.8/7 4/9.9 4.9112.33.9/14 9. 6/15 1.7/4.3 2.8/7 1 419.9 4.9112.35.9114.9 6/15 103 205 339 89 206 410 1 677 ' 1016 1275 1634 310 1 615 1 1016 j 1524 1912 2336 2450 820 1354 2032 1 2549 i 3115 3267 19 81 i 158 259 72 1 162 316 519 774 1102 243 475 s 778 1161 1653 [ 2268 633 1037 1548 2204 i. 3024 - 15/3 11.5/3.8 2.516. 3 1.5/3 1.5/3 1.5/3.8 2.5/6.3 3.7/9.34.7/11.71 6115 1.513 1.5/3.812.516.3;3.7/9.34.7111.75.7/14.3! 6/15 1.513.812.516.3 3.7/9.34.7/11.75.7/14.3; 6/15 88 175 289 75 1 176 1 350 579 869 1149 1 1551 263 1 525 1 868 1 1303 ` 1723 2105 2326 699 1157 1737 ' 2297 2807 3101 20 69 136 222 62 139 271 ! 445 664 945 208 407 667 996 1418 1944 543 889 1327 1890 2593 1.5/3 '1.5/3.4 2. 3/5.6 1.513 1 1.5/3 1.5/3.4:2.315.6,3.4/8.44.4/11.1; 6115 1.5/311.513.4 2.3/563.418.44.4/11.1:5.4/13.6 6/15 1.513.42.3/5.6 3.4/8.44.4/11.1.5.4/13.6, 6115 22 65 130 1 216 1- 52 102 167 54 f 130 46 1042601 431 ` 649 928 1 1407 204 1 334 499 ( 710 1 - 194 157 390 647 973 1 1393 1 1735 2111 306 501 748 1 1065 . 1461 € - 520 862 408 668 1297 j 1857 1 2313 # 2815 1 997 11420 1948 r6/15 1.5/ 3 1.5131.914. 7 1.513 1.5/3 1.5/3 11.9/4.7 2.817E 4/9.9 1.5/3 15/3 ,1.9147 2.8/7 14/99 4.9/123 6/15 1.5/3 1.9/4.7 2,8/7 3 4/9.9 4.9/12.3, 6/15 24 99 164 79 129 98 80 1 197 329 496 711 1 1288 157 257 384 547 1 - 146 121 296 1 493 744 106E 1453 1 1932 236 386 1 576 820 1125 395 658 314 515 992 1422 1937 257E 768 1094 1500 1 - 1. 5/3'1.6/ 3.9 1.5/ 3 1.5/3 1.613.9 2.3/5.9'3.3/831 6/15 1.5/3 15/3 11.6/39 2.3/5.9 3.3/8.34.5/11.3 6/15 1.513 1.6/3.9 2.3/5.9!3.3/8.34.5/11.31 6115 1 76 128 75 153 ' 256 387 1 555 ; 1164 112 229 1 383 580 833 ! 1150 1747 305 '; 511 1 773 j 1110 1533 ! 2329 26 62 101 I 63 124 202 302 430 ( 1020 95 185 1 304 453 645 1 885 1529 247 405 604 860 1180 2039 1.5/3 r1.5/3.3 1.513 1.513'1.513.3' 2/5 12.8/7.115.9114. 1.5/3 1.5/3 j1.5/3.3! 2/5 2.817.1I3.9/9.75.9114. 1.513'1.513.3j 2/5 12.8/7.1'3.9/9.71,5.9/14. 60 101 58 1 120 202 306 441 1001 87 1 180 303 , 459 ; 661 914 1 1501 240 404 612 ' 882 1219 2001 28 49 81 51 1 99 162 242 I 344 816 76 148 243 1 363 ! 517 709 i 1224 198 324 1 484 689 945 1633 1.5/3 1.5/3 1.513 1 1.513 1 1.5/3 '1.7/4.3 2.4/6.1 5.5/13. 1.5/3 1.5/3 1.5/3 1.7/4.312 4/6 1'3.4/8.4 5.5113. 1.5/3 1.5/3 11.7/432 4/6 1':3.4/8.4 5.5/13. 81 E 95 161 246 ' 355 1 861 68 1 143 ! 242 , 369 i 533 738 1291 190 323 492 ! 710.. 984 1721 30 66 80 132 197 280 664 62 121 ( 1988 295 420 . 576 i 996 161 263 393 560 768 1327 1.5/3 1.513 1.5/3.1.513. 7;2.115.35.1 /12. 1.5/3 f 1 5/3 ? 1.513 1.5/3.7 2.115.3 2.9/7.3 5.1/12. 1.5/3 t 1.5/3 1.5/3.7 2 1/5 3 2.9/7.3 5.1/12. Total Load values are limited by shear, moment or deflection equal to L /180. Total Load values are the capadty of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/ 240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams vnth the BC CALC'soflware if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams: double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALL® software. ci_r. -'s 0' ,i.s ,..,wir Nude•C VERSA-LAM°_Allowable Nailing_ a.nd- Design_ Values._ ___ Nailing VERSA -LAMS' & Nailing Parallel to Glue Lines (Narrow Face)(') Perpendicular VERSA -RIMS to Glue Lines wide Face) Products VERSA -LAM® 1.4 1800 Rimboard VERSA -LAM® VERSA -LAM® 161,6" 1%1. 3%" & Wider All Products Nall Size O.C. End O.C. End O.C. End O.C. End in] in] in] in] in] [in] in] in] 8d Box (0.113"o x 2.5") 3 1'/2 2 1 2 '/2 2 2 8d Common (0.131"o x 2.5") 3 2 1 3 2 2 I 1 2 1 10d & 12d Box (0.128"e_x_3", 3.25") 3 2 3 2 2 1 2 1 16d Box (0.135"o x 3.5") 3 2 3 2 2 i 1 2 1 10d & 12d & Common 4 3 4 3 2 2 2 216dSinker0.148"o x 3" 3.25" 16d Common 0.162"o x 3.5" 6 4 6 3 2 i 2 2 2 Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM®/'VERSA-RIM®. Use nails as specified by Simpson Strong -Tie. Nailing Parallel to - Glue Lines Narrow Face) c Ef, Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1W thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails). VERSA -LAM® Design -Values j Allowable Allowable Moment Allowable Allowable Moment Width Depth I Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade in in Ib/ft Ib ft-lb][in4 Grade in in Ib/ft[lb] ft-lb][in'] o N w 1 3% 1.5 998 i % j 5'% 2.4 1568 7'% 3.2 1 2066 776 5.4 5'/4 8.0 5237 6830 63.3 1821 20.8 5 ' 8.4 5486 7457 72.8 7% 11.0 7232 12566 166.7 3069 47.6 9'/4 14.1 9227 19908 346.3 3% 1.8 1164 1058 6.3 9'/2 14.5 9476 20937 375.1 5'/ 2.8 1829 2486 24.3 4189 55.6 11'% 17.1 11222 28814 622.97'/4 3.7 2411 9'/4 4.7 3076 5/ 6636 115.4 11% 18.1 11845 31913 732.6 9% 1 4.8 3159 13/4 11'/4 1 5.7 j 3741 1 0 6979 125.0 14 21.3 13965 43552 1200.5 9605 207.6 16 24.4 15960 56046 1792.0 11% 6.0 3948 Cl) 10638 244.2 CD0 o 0`1 Q W 14 7.1 i 4655 16 8.1 5320 18 9.1 1 5985 24 12.2 7980 Q J w 14517 400.2 18 27.4 17955 70011 2551.5 18682 597.3 20 30.4 19950 85428 3500.0 23337 850.5 24 36.5 23940 120549 6048.0 40183 2016.0j 5'% j 5.6 I 3658 9'/4 9.4 6151 48.5 9/4 16.6 12303 26544 1 461.7 4971 9% 171 12635I 27916 500.1 13272 230.8 11'% 20.2 14963 38419 830.6 13958 250.1 11% 21.4 15794 42550 976.89% 9.6 6318 31/2 11%I 11.4 7481 11% 12.1 7897 719210415.3 14 25.2 18620 58069 1600.7 21275 488.4 16 28.8 21280 74728 2389.3 29035 800.314 ! 14.2 9310 16 16.2 i 10640 18 32.4 23940 93348 3402.0 37364 1194.7 46674 1701.0 20 36.0 26600 113904 4666.71818.3 11970 56952 2333.3 24 43.2 31920 160732 8064.02020.3 13300 Equivalent Tension Compression Specific Gravity Modulus of Elasticity Bending Horizontal Shear Parallel to Compression Grain Parallel to Grain Perpendicular to Grain for Fastener Design E(x 106 psi)(') Fo (psi)(2l(3) Fv (psi)(2x4) Ft (psi)(2)(5) Fcn (psi)(21 F,l (psi)(1)(6) SG) Design Property Grade VERSA -LAM" Beams 2.03100 2.0 3100 j 285 2150 3000 750 0.5 VERSA -LAM® Studs 1.72650 1.7 2650 j 285 1650 3000 750 i 0.5 VERSA -LAM® Columns 1.82750 1 1.8 2750 285 1 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)1e where L = 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. member length [ft]. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/d)' where d = member 6. Stress applied parallel to the gluelines. depth [in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. VERSA-LAWI.1.8 2750.- Columuns ...... _ c Allowable Axial Load (lb) c'F 3%" x 31/2" 3'/2 " x 4%" 3%" x 5%" 3%" x 5%11 3%" x 7" 100% 115% 1 125% 100% ! 115% 125% 100% I 115% 125% 100% 1 115% 1 125% 100% 115% 125% 4 15,265 1 16,750 17,650 19,100 20,950 !. 22,070 22,920 25,150 126,500 24,020 26,350 27,770 30,570 33,545 35,345 5 12,830 1-13,770 14,320 16,050 17,220 17,910 19,260 i 20,670 21,505 20,185-f 21,660 22,530 25690 27,580 j 28,680 6 10580 i 11190 11.540 13,240 13,990 14440 15,890 f 16.800 j 17,335 16,645 117,605 18165 21,190 22,410123,120 7 8,745 1 9,160 9,400 10,940 11,460 11,760 13,130 113,760 14,120 13 755 14 410 14 795 17 510 18,350 i 18,835 8 7,295 ! 7,590 7,765 9,120 t 9,490 9,710 10,950 1 11,400 11,660 11,475 11,945 12,215 14,610 15,210 i 15,555 9 6,155 6,375 6,500 7,700 { 7,970 8,130 9,245 9.575 9,765 9,685 10,030 10,230 12,330 12,770 i 13,025 10 5,250 5,415 5,510 6,570 6,770 6,890 7,885 I 8,135 8,280 8,260 8,525 8,675 10,520 10 8507 11,040 11 4,525 I 4,655 4,730 5,660 5,820 5,910 6,795 6,990 7,100 7,120 , 7,325 7,440 9,065 9 325 9,475 12 3 935 j-4 040 4,095 4,920 5,050 5,120 5,910 6 065 I 6,150 6,195 6,355 6 445 1 7,885 8,090 1 8,210 13 3,455 3,535 3,580 4,320 C 4,420 4,480 5,185 5 310 f 5,380 5,435 i 5,565 5,635 6,920 7,080 7,175 14 3,050 3,120 3,155 3,820 3,900 : 3,950 4,585 4,685 4,740 4,805 i 4,905 4,965 6,115 6,250 i 6,325 3'/2" x 71/4" 5'/4" x 51/4" 51/4" x 5'/2 , 51/4" x 7" 5'/4" x 71/4" 100% 115% 125% 100% I 115% 125% 100% 1 115% 125% 100% 115% 125% 100% 115% 125% 4 31,670 34,750 1 36,625 I 5 26,615 28,560 29,705 6 21,950 23,215 23,950 34,3551 37,695 39,715 36,010 i 39.495 ! 41,610 7 18,140 19,005 19,505 30,700 33,170 34,625 32,165 1 34,750 !; 36,280 j 8 15,135 15,755 j 16,110 27,095 i 28,910 29,975 28,390 30,295 ( 31,405 36,160 i 38,590 40,000 37,450 39,960 j 41,420 9 12,770 13,225 j 13,490 23,815 25,180 1 25,980 24,950 26,385 ` 27,220 31,770 i 33,600 34,670 32,910 34,800 35,910 110 240 { 11,44010,895 11_ 20 950 522,00 22,620 21,950 23_060 23,700 27 950 29 360 30,190 28,960 30 420 j 31 260 11 9,390 9,660 9,810 18,500 t 19,340 19,820 19,385 20,260 ! 20,770 24,690 25,810 26,450 25,570 26,720 27,400 12 8,170 8,380 i 8,500 16,420 17,085 17,475 17,200 17,910 i 18,305 21,910 j 22,800 23,320 22,690 f 23,620 { 24,150 13 7,165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 j 20 270 20 680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 f 14,490 17,510 18,110 18,460 18,140 18,760 I 19,110 15 i----- 11,820 12,195 405_ 12,385 12,775 13,000 15,770 16,270 16,560 16,330 16,850 117,150 16 10,690 11,005 t 11,185 11.200 i 11,530 1 271014,270 14,690 14,930 14,780 15,210 ':. 15,460 17 9,7151I 9,980 10,135 10,180 j 10,460 10,620 12,960 13,320 13,520 13420 13790 E 14,010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12,250 12,560 12,740 19 8,110 8,310 8,420 8,500 8,705 8,825 10,820 11,090 11,240 11,210 11,480 11,640 20 j 7,455 7 625 7 720 7,810 7 990 8,090 9,950 10,170 10,300 10,300 10,540 j 10,670 21 6,870 1 7,020 7,105 7,195 7,355 7,445 9,170 9,370 9,480 _ 9,490 9 700 1 9 820 22 i Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective Modulus of Elasticity: E = 1.8 x 101 psi column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of recordBending: Parallel to Gluelines (Beam): F, = 2750-(12/d)19 psi or Boise Cascade EWP Engineering for multi -piece column design. Perp to Gluelines (Plank): Fb = 2500"(12/d)19 psi 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case). Compression Parallel to Grain: F = 3000 psipcii 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood ConstructionCompressionPerpendiculartoGrain: NDS), 2005 edition. For side or other combined bending and axial Parallel to Gluelines (Beam): Fcii = 750 psi loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding Perp to Gluelines (Plank): F_ L = 450 psi common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). Tension Parallel to Grain: Ft = 1650 psi 6) Lateral loads (wind loading) are not considered in this table. VERSA-STUD°.n 1_._7_250 Allowable Design Values Compression Modulus of Horizontal Bending Parallel to Grain Elasticity Shear Product Fb [psi] Fc [psi] E [psi] F [psi] VERSA -STUD" 1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1 1,300,000 150 Western Woods # 2 Grade 1 675 1 900 1 1,000,000 1 135 Notes: Design values are for loads applied to the narrow face of the studs. Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Tall Wall Guide. a ra:a u.. .. .aa.o rumfrs.iar,ls MC i"J MNJ ,.. W 77- ° New BC FRAMER® represents a huge technological leap L to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER® model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER® whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER®: Check the plan every possible way with BC FRAMER® full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. wnxc ,sara..cup.-.stray IC 1pS;,i.'t•f TK AMti-tYBC YYIPFk M .+'>6LltN.JS5.6CY a . rr»sealacr a t rr-J 2Alh ..,sue. tara•una C 3'v'F }951f1fisSa gr- r T4,1 J'tYt1 ET 4tY ft3 a au "3r.Y wh`4.C t EM RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM:8.0G6 Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1G6 Minimum 1024768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Us !, j a Try! Analysis for`Enginee red Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. COMPUTER REQUIREMENTS PC with any current version of MS Windows®, along with an internet connection. For questions regarding BC CALC®, call 1-800-405-5969 or email EWPSupport@BC.com To Download BC CALC US, https:/Iwww,bcconnect,com/bcdeployer/index.htm RrSlnl+ LLLL A6 Kw ia ?;Nisi trrr>!sw la• a f.. W Mr-M ors W i,.+W?:a„...../.,.r N}.,,tar tiiY NY' Nf' VK Gaabf•5. aae•T Tern 4..1!•aMi9•.:rw Caw: ls••)'•n QirAr a4K 4 aerr a1, 1kA56Ci twatg Ow tv"1. r w: n, a fa. JPJJ Mw•rt a.r,.r.x; s+yr r,+.! ar'. vi w .+sw +we .•yamn l farmbKW ra.urad Vied n.Pi aria "y g tG. Sti •n t m t[5M! •z:• es,MSaker-a 5lara h r - rn •! w rf» aw•w .+a-+a Y:IYau kYr raaaaaam-a+• s Ma. ISMtcw D= a arla'tim-J 1rJ N' t rtl'! fa t' :i„5p i>w: ti.:% 57.:3 IfK••a _r.'.4+MF•+N4+4f it w, r'br tr7• .t,SG:w Yt 4:t rJrar:;rk¢ e..nwe+aR aa.w waww. uwva®r. r initJrtwaalb rx a'' t•NP'ti3.J itwfd lasi!_-1ka1 rrtsYi....xK t* AVL"+.}YW••.rt rr e^-. Ea rarux. s..rM. Mx re.+,vsr,avx-.. rx r,.. amter..a NC¢ayFt,Y J a ..e asatzrngrJr +rareazasr r 45 wary+, .°..ai J:Jft:, rx min...+s,•• y',^+r.. mTrau.rw-.. vau iernru nO W.( ffW +4}tP,al/rn. rl (y'1%i llb.d4!lRkWlat OMtr hlEO:>{lya, rnati. txW ItttiC. i!¢:Mow.'r111!!1'.q F,o Cxr.'Y.rt Jtor:a av!'a'.' K'R.;!^,T.aY';GYr CW Nalaw • itca»mreauN arr rr.acr!'h•ava. •fan•LL.0 Framing _Connectors .- Simpson_ Strong --Tie __. E ITS IUS SUR/L Joist gCl®; Hanger Capacity Nailin Joist gCl® Hanger Capacity Nailing Joist gCl° Hanger Capacity Nailing De th Ibs Header Joist De th Ibs Header Joist De th Ibs Header Joist 14500s! ITS1.81/9.5 993 6-10d 1 14500si IUS1.81/9.5 950 8-10d 45005 SUR/L1.8119 1081 112-16d 2-10dx1'/2' 91/2, 5000s' ITS2.06/9.5 993 6-10d 1 91AI, 15000si IUS2.06/9.5 950 8-10d I 9h„ 5000s SUR/L2.06/9 1097 i 14-16d 2-10c101/" 6000s' ITS2.37/9.5 1225 6-10d 16000sI IUS2.37/9.5 950 8-10d 6000s! SUR/1-2.37/9 1343 1 14-16d 2-10dx1Y" 6500s1 ITS2.56/9.5 1225 6-10d 6500s' IUS2.56I9.5 950 8-10d 6500s SUR/L2.56/9 1343 14-16d 2-10dxl%" 4500s'ITS1.81111.88 1068 6-10d I_ 4500si1US1.81/11.88 1185 10-10d I 4500s SUR/L1.81/11 1306 i 16-16d 2-lOdxl%i' 5000s'ITS2.06/11.88 1068 6-10d 15000s I1US2.06/11.88 1185 10-10d I 5000s I SUR/L2.06/11 1350 16-16d 2-10dxt%i' 6000s'ITS2.37/11.88 1237 6-10d I 16000s11US2.37/11.88 1185 10-10d i 6000s SUR/L2.37/11 1385 1 16-16d 2-10dxVA" 6500s11TS2.56/11.88 1237 6-10d 11 16500s 1US2.56/11.88 1185 10-10d 11 65005 SUR/L2.56/11 I 1385 16-16d 2-10dx11W 60s 'ITS2.37/11.88 1237 6-104 1 60s 'IUS2.37/11.88 1185 10-10d' 60s SUR/L2.37/11 i 1385 : 16-16d 2-10dxi%" 90s ATS3.56/11.88 1518 6-10d 90s JUS3.56/11.88 1420 12-10d 90s I SUR/L410 I 1906 i 14-16d 2-10dx1+/z" 4500sITS1.81/14 1075 6-10d I 14500si 1US1.81/14 1420 12-10d 4500s SUR/L1.81/14 1675 1 20-16d 2-10dx1'/z" 5000sI ITS2.06/14 1081 6-10d 5000s. IUS2.06/14 1420 12-1Od SOOOs SUR/L2.06111 1693 i 18-16d 2-10dx1%z" 6000si ITS2.37/14 1262 16-tOd ____ 6000s _IUS2_37/14 1420 12-1Od I______-__ 6000s SUR/L2.37/141.._1693 18-16d 2_10WI/T 14 6500s i ITS2.56/14 1262 i 6-10d - 14 '6500s 1 IUS2.5d/14 1420 12-10d - 14 6500s SURI/L2.56/14 1693 18-16d 2-10dxl1W 60s ITS2.37I14 1262 6-10d 60s IUS2.37/14 1420 12-10d i 60s I SUR/L2.37/141 1693 1 18-16d 2-10dx1%z" 90s ITS3.56114 1520 6-10d 190s IUS3.56114 1420 12-10d 90s SUR./LA14 1 2050 18-16d 2-10dx1Y::" 450051 ITS1.81/16 1081 6-10d 14500s1 IUS1.81/16 1660 14-1Od 4500s SURX1.81114 1887 20-16d 2-10dxl%" SOOOs ITS2.06/16 1087 6-10d SOOOs1 IUS2.06/16 1660 14-10d 5000s SUR,12.06111 1920 118-16d 2-10dxl%" 6000s. ITS2.37/16 1268 ! 6-10d 6000s1 IUS2.37/16 1660 14-10d 6000s SURiL2.37114 1920 i 18-16d 2-10dx1%" 16' 16" 16" 6500sIITS2.56/16 1268 i 6-1Od 65005I IUS2.56/16 1660 14-10d ': 6500s SURVI-2.56114 1920 18-16d 2-lOdXl " 60s ITS2.37/16 _ 1268 6-10d __ 60s IUS2.37/16 1660 14-10d . 60s SURIL2.37,14 1920 18-16d 2-10dx1'/:" one ITQ2 r Ar 1r,9n A_1n 1 i czSaNa I 1d94 I 1e_1n 1 -- one ctrc rr Af i llcn I +a_+a J I 4 XLSSU BU / HU MIU Joist gCl® Hanger Capacity NailingJoist BCIe ! Hanger Capacity NailingJoist gCl® Hanger Capacity Nailing e th Ibs Header! Joist Depth I[ bs] Header Joist De th Ibs Header Joist 4500s' MIT49.5 2301 6-16d 12-10dx1Yz" 14500sI MIU3.56J9 2305 16-16d 2-10dx1+/z" 4500s LSSU125 995 ; 9-tOd 7-10WI/" 5000 MIT4.12/9.5 2305 8-16d 12-1Odx1'/z" SOOOsI ,YIfU4.12l9 2305 16-16d 2-10dx1%" SOOOs LSSU2.08 995 j 9-10d 7-tOdx1'/:" Annn MIT'29Qs_7ozns i A_1Ai s i_1niv1+A" annn nerrrr xro zznt 1a_1a+; _1na 1+a 9f PZi 11'/°" 14 6500s1 M1T314-2 2305 16" 11'/°" 00 s 5000si MIU4. 12/14 1 3170 -16d 2-10dx1%i' 14„ 6000s MfU4.75/14 3170 2222-16d 2-10dxl%" 16500s' IAIU5. 12114 1 3170 1 22-16d 1 2-10dx1Yz" 16" 16000s' MFU4.75116 I 3455 124-16d SOOOs LSSU2. 06 995 1 9-10d 7-10dx1 N' 6000s LSSUI35 995 9-10d 7-10dxl'/z" 6500s LSSUH310 1475 14-1 Od 7-10dx1'/2' 60s LSSUI35 995 9-10d 7-10dx1'/i' 90s LSSU410 1625 14-1Od 12-10dx1f 4500s LSSUI25 995 9-10d 7-10dxl'/V SOOOs LSSU2. 06 995 9-10d 7-10dx1%i' 6000s L SSU135 995 9-10d 7-10dxl'/V 14" 6500s LSSUH310 16001 14-1Od 7-10dxl%" 60s MIT4. 75/16 2305 18-16d 2-10dx1Y::" 60s MIU4.75/16 2725 24-16d 2-10dx1%" +`j tfI i1+i For more information. 90s 87, 12118 3800 14-16d 1 2-10dx1'/:" 90s HU414-2 3780 1 26-16d 2-10dx1'/:" call Simpson Strong -Tie 1 „" • _ • • at 5-600-999.6099 a .. , • cca,. or visit their website at wwwsfrongtie.com K.,wa General Notes Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions; contact supplier or Simpson Strong -Tie for further information. THAT VPA Capacity values shown are either hanger capacity values Joist ® Capacity Nailin Joist ® Capacity Ffastener (see support requirements below) or BCI®Joist end reaction BCI Hanger BCI i Hanger capacities - whichever is less. e th Ibs Header Joist De th Ibs To plate Rafter All capacity values are downward loads at 100 % load duration. 4500s THA/ 1.81122 1181 6-10d 2-10dxl'/V 4500s' LSSUI25 995 9-10d 7-10dx1'/z" Use sloped seat hangers and beveled web stiffeners when 5000s THAl2. 06122[1,,443 181 6- 10d 2-10dx1fi" 9„ SOOOsI LSSU2. 06 995 9-10d 7-10dx1%i' BCI° Joist slope exceeds'/." per foot. 6000s THA13522 393 6-10d 2-10dx1'/z" 6000s 1 LSSUI35 995 9-10d 7-10dx1'/" Leave'/,," clearance ('/." maximum) between the end of the 6500s THA1322 393 6-1Od 2-10dxl%" 6500s LSSUH310 1425 14-10d i 7-10dx1'/" supported joist and the head of the hanger. At max design capacity shown, hangers may exceed standard 4500s THA11. 61;22443 6-10d 2-10dxt%" 4500s _LSSUI25 995 9-1Od 7-10dxl /z" +/, deflection by lhi'. 5000s THAl2. 06122443 6-10d 2-10dxl%" 5000s I LSSU2.06 995 9-10d j 7-10dx1%z" For proper installation of the VPA, the 2-10dx1'/:" joist nails 6000s THA13522 6-10d 2-10dx1Y" 6000s I LSSUI35 995 9-10d ', 7-10dx1%i' through the bend tabs must be installed al approximately a 6500s THA1322 443 6-10d 2-tOdxt'/z" 6500s1 LSSUH310 1475 14-10d 7-10dx1Yz45-degree angle. 60s THA1352243 5-10d 2-10dxt%z" 60s ' LSSUI35 995 9-10d 7-tOdx1%i' Support Requirements 90s THA1422 1715 6-10d 2-10dxVV' 90s LSSU410 1625 14-10d 1 12-10dxl'/z" Support material assumed to be Boise Cascade structural 4500s TNA11. 81/22 1600 6-10d 2-10dx1%z" 4500s. LSSUI25 995 9-10d 1 7-10dxl'/z" composite lumber orsawn lumber (Douglas firorsouthern pine species). 5000s THAl2.06121 1600 6-tOd 2-10dx1%i' 5000s, LSSU2.06 995 9-10d 7-10dxt f" Minimum support width for single -and double -joist top mount 6000s THA13522 1600 6-tOd 2-10dx1_%"_ 6000s!. LSS_U135 995 9-10d 7-10dx1'/:" hangers is3". 14 650Os THA1322 1600 6-10d 2-10dxl%" 14 6500s LSSUH310 1600 14-10d ; 7-10dx1Y" Minimum support width for face mount hangers with 10d and 60s THA13522 1600 6-10d 2-t0dxPr4' 60s LSSUI35 995 9-10d 1 7-10dxl%" 16d nails is 1W and 2", respectively. 90s THA1422 1715 j 6-tOd 2-l0dxtfz" 90s 1 LSSU410 1625 14-t6d 1 12-10dx1+/:" R ITHO TFL H THE SKH Joist D.pthl gCl® 1 Hanger Capacity Illbs] i Nailina Headerl Joist Joist Deoth gCl® Hanger Capacity Joist lbs] ggpth 10BCI® Hanger a cityt1b NalnjrH..deoist 14500si TH017950 9,1,.. 1PIPs N 60i 5 TFL2395 6500s, TFL2595 993 6) 10d 1 (2)1Odx1VV 4500s THF17925 000s THF20925 1 1 t 0 0 s THF23925 6500s! THF26925 910 8) 10d 1(2) 10c1x11/z" 4500s1 SKH1720LIR 1153 14 10d 1010dxl'/V 993 1 6) 10d I 910 (8) 10d 1(2) 10clxV/2' 5000sl SKH202OLIR 1153 114) 10d 10) 10dxll/2" 1225 1 6) 10d 1 (2)Wd2;'-: 1275 112) 1 Od i (2) 1 Odx I I/V 6000sl SKH2320L/R 1384 114 10d 1101LO&V/2" 1225 1 6) 10d I (2)10dx1/2" 1275 10 2) 1 Od 1 (2) 1 Odx1 'hi" 6500sl SKH2520LIR 1384 14) 10d 11 dx 11/2" 4500s. TH017118 5000s1 TFL20118 6000s. TFL23118 6500s. TFL25118 1 60s TF 21118 LI 90s THb 8 14500st TFL1714 L COZ- TFu2b-1,f 4" 6000s TFL2314 TFL2314 1 '1- 6 500s TFLZ514 I 60s I TFL2314 F 96s- THOT35140 1068 6) 10d 1 (2) 1 Odx 11/2" 14500s THF17112 5000s; THF20112 1W 16000s THF23118 11rC500sl-THF26112 60s THF23118 90s THF35112 THF17140 67 00THF214014" THF23140 THF26140 6 s T HFM W E6 90s THF35140 910 1 (8) 10d 2 10dx1l/V 4500sl SXH1720LIR 1434 161 10d 10110clx11/2" 1068 Od 2)1Odx11/V L910 1 (8)10d 2 10dxV/2" 5000s SKH202OLIR 1434 16) 10d 1011MxV/2" 1237 1237 1237 1589 1325 126 im2 16)_ 1 0 V d±(2)10dxll/ 6) 10 6) 10d 1. (2) 1 Odx 1.1/2" 110d ( 2 10dxl'/2" 10110d6 10d 2" LZ)jOdxl'/- 10d OdxIZ2" Od 101 __(2L1Odx11W' L6) 10d 2) dx 1300_ 1 (14) 10d (2), 10dxV/2" 1WO 1 (1L4J 10d 2) 10dxllh"11 1300 14L1Od1(2)1Odx11/P 6000s SKH232OLIR 1434 16110d IO) 1Odx11A- 6500s SKH252OLIR 1434 116), 10d, 10) 1 Odx 1112" 60s SKH2320L,R 1434 16)10d J1 0)10 d x 1 % 1612 ( 16) 1Od1P)1Odx1W 1075 )_ 10d! 2" 1( 12 (2)10dxll/ 90— s 4500s SKH41OLIR SKH17L4L1 1? 1900 1562 161 1 (d 161_ 1 _ 5) 1 Oid 10) _ 16d__ 0 O)_10 d x 11/2 1081 12) ?)10dxl'A- 10d( 1350 ( 18) 1 Od 2)10dx11W_' 14" 1350 1110 d _(?).10cl x 1350 _( t8l 10 d (2E1odx11W- 1650 L OJQd LOLQd LOLQd _1_ _ V L2OL1Qd2) OcIx %2" 5000s SKH2024LIR 1562 6L1_Od 0 1Odx1W Ij_ 6000s SKH2324LIR 1562 16)_ 10d 10L1Odx11/2 6500s SK 524UR Sk21562 16) 10d 10110dxl'/2" L_ -- 1262 1%" _ 106511 2 D&VA" 60s SKH232,tLIP S__ 1562 16) 10d L1O).lOdx11W'_ 1 5 qd _ 12) 10d 2 10dxV/2" 90s SKH414LIR 2050 22) 6d I 10) 6d 450Os, TFL1716 15000s T 1201 16" 6000s. TFL2316 16500s. TFL2516 1 Os - T-F-L 2316 1 90S TH035160 1081 10d V 2110dxl'/ 14500s, THF17157 1475 1 Z4J 10 d. '(2)_ 19 d x 1112 4500s SKH1724LIR SKH 1690 16) 10d 1O)1OdxV/V 10d _ A2) 1 Od x 1 I/V 15000s! THF20157 16., 600Os! THM160 16500s. THF26160 60s THF23160 90s j THF35157 1 1465 10 d I (2)_10 d x 1 1/2 50-00s 2024LIR 1562 16) tOd 0) Odx1lj' 1268 12 6 10d - (2 Y1 Qd x 1 IS' L)_ 1 Od 2)1Odx11/2" 1362 122110d (2)10clxilh- 6000s SKH2324LIR 1690 16)_10d 0O)A0dx1'/T 16, 1362 J22LW_d 1/2" 2)Mclxl 6500sl SKH2524LIR 1690 C116) 10d 10) 1Odx1W2' 1268_ L6)_ L)_ _ dx1 1/2' 6)10d (2)10 1362 22) WdL(2)10dxj', 1690 16) 10d 19)10clxl% 1660 12) 10di (2) 1 Odx1 '/2" 1687 1(22) 10c11(2)1Oc1x1'/2" I 2250 16d 10 16d THO Double= BPH EMM00gffi90s T THE Double HD iSKH414LIR m, LSSH0 Joist DegCl®` Hanger Capacity lbs Nailing Header Joist Joist BCI® Hanger De LBC" Ca a Capacity Nailinge.de I joist Joist Depth BCI® Hanger Capacity Ilbsl Header ailmo I— Joist 4500s l TH035950 2050 10 dxl%" 14500s i THF35925 1376 1(12) 10di 2)10dx1',,P 4500s LSSH179 1140 l 0 10 d x 1 1/ 5000s LSSH20 1140 0110d 1 10d71Odx11/T 5000s ITH020950-2 2330 0)16d 6hlOd 5000sl THF26-9-i5-2 9,/ OOOsTHF 23925-2 1650 THF2592 52 00s 139012 10d 6) 1 Od 9%-- 6000s LSSH23 140 11 10) Odl 7 1Oc1x1W' 60 —00sTH023950-2 2825 10) 16d A6 110d 1625 14 10d A6L101 6500s LSSH25 1412 0 0 7 10clxWT 1390 1 0 12)10d16)10d 6500s 1TH025950-2 2825 CIO) 16d 6)_10cf 475-0-0-s LSSH179 1140 10 10d 7 10dxl'/2"- 16000s. 16500s. 4500s! TH035118 2050 10) 10d 2)1Odx1%" 14500s THF35112 F5_000s fHF26112-2 16000s THF23118- 2 16500s. THF25118- 2 60s T 1825 At ) Q 16)_10d2)1Odx11h" 6,0-00S LSSH20 1140 1O)IOdl f 7) 10 d x 1' 2" 7 71---- 5000s. TH020118- 2 2330 100) 16d 1855fig 16 10d6L19d6000sLSSH23 1140 110d 10 10d 10 O 7TH023118-2 2925 1 Ll 01 16d 6)10d 1855 1855 16) _ 10d 16) 10di 6 L ) 10d6)10d 6500s LS5H23 1140 10 10d 10dxl'-'-, 7 10dx TH025118-2 60s TH023118- 2 2925 32- 12 --, i 1 16d 10) 16d 6) 10d L6) 10d 60s LSSH23 1140 14 16d 12 10dx1 90S LSSH35 1920 1140 14J 16 12) 10dxl'N 1855 14500sLSSH179101010H7J-1OdxjY2" 90s 1 8PH71118 3 45(10 6 d 6) 16d F 90 HD7120 2 255 11 6)_16d 1 d 5000s LS 1140 1110 10 7 1Odx1%" 500s, 0" 140 2315 1 (1 ) 10d 2)10dx1%" 14500s_ THF35140 2320 16) _1 Od 2) Odxl'/2" L 6000sLSSH23 1140 10d 7 10d 11W, 14" TTH os W626140-2OC 23301(10) 16d 6L1 Ocl 15000s. THF20140-2 14" 6000s THF23140-2 16500s ITHF25140-2 2320 L 0) Od 6)10 d 14" 6 5-60 S 60s LSSH23 1679 LSSH23 1140 0 10d MO 114 16d71Odx1'/ V 1200clx11/2" r10n s! TH023140-2 3350 12)16d 6)10d 2540 M. 2410 6LOdL_L16500s, TH025140- 2 3350 10 2) 16d 16L1 Od L 2500 20 10d"6110d I 90SLSSH35 1929-i 116 d 1 2)_I_Qd x 1 1A 4500s LSSH179 11, k14 10d 10 10101 60s TH023140-2 3535 12) 16d 6)10d 60s THF23140-2 2540 OLlpdt__(6)_10d 5000S H20 - n 10d 1140 J7 7 10clxl'4 90s BPH7114 3455 J10) 16d 00 HD7140 2820 20)16d 8) 10d 6000s 10 J 4500s1 TH035150 ddos 2359 K: ilq12)_1OdMWdx11/V THF SO 17157-2 14 0242522)10d 16" 6000s Z99P23 1825 1(10) 10di 71!Odxl'/ 16" TH020160- 2 2330 110)16d L6) 56 00:1 6 000s: THF23160-2 16" 6 500sT--hF25160-2 60s i THF23180-2 90s HD7160 60s LSSH23 1140 1 5d V- 12 10dxl'/ T. q_qqos TH023160-2 3137 16d 6)10d 3050 C2 J 14 L SH35 1920 1 f;4 rH 14fi6500sTH025160- 2 3137 12L1 A5J 1 Od 3000 pn -,N U S P For more information, STRUCTURAL contact CONNECTORSUSP Structural Connectors at 1-800- 328-5934 or General Notes www. tispconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BW Joist end reaction capacities - whichever is less. All capacity values are downward loads at 100% load duration. Use sloped seat hangers and beveled web stiffeners when BC10 Joist slope exceeds W per foot. Leave' /16" clearance ( 1/8" maximum) between the end of supported joist and the head of the hanger. the s ForB1* Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir or southern pine species). Minimum support width for single -and double -joist top m mount hangersis 3": (11/2" for THO hangers). Minimum support width forface mount hangers with 10d and 16d nails is 1%" and 2", respectively. 60s TH023160-2 353 5 Ed 12) 16d 6) 10d 3050 24)10d 6) 10d 3385 24)16d!; 8) 10d 4 i 11: 1 MSH TMP Jo ist De BC111 1 Hanger Capacity fibs] L I Header Joist Joist De Pth gCl®! Hanger Capacity lbsl_ Fastener Top Plate 6Fi Rafter 4500s E777; m-- 91/2" 4500s! TMP175 1125 b-d-F(A-1 oww 5000s! I 5000si TMP21 1125 M 10d I f4L10dx1'/2-- 6000s 6000s TMP23 1375 6 AOd J-4110-d-xi 2'- 65 06js 6500s. TMP25 1375 6) 10d 4),10dx1%2' 11 4500s, 4500sTMP175 5000s TMP21___ 16000sL TMP23 1150 1 1 "I- Qou 1- 1425 100! 61 6j- 1 Od 4 10116" 4) IQ 4 410dxl'/2". 5000s. 60005 MSH2322 MSH3 1431 61 1 Od 4)10dxl'/2" 6500s- 22 1431 6 10d 4)18dx11/2" TMP25 1 6110d i (4) 1 Odx 1 W 60s MSH2322 1431 6) 10d W1 0 d xR/)2" E(6)11 ]. Ogs! 1959 s TMP23 14256110dW 1 Odxl'/2" 90s 1 MSH422 1862 6 10d 0 c1l 1 90s TMP4 1800 6) 10d 4)10dx1/2" 14" 4500s. -- MSH1722 1550 _( Q) 0 d 10 J4)1Odx11A" 4500s.___TMP175 1150 6 10d AlOdx11/2" 5000s: s7 —MSH2322 1550 _ A6 I - i )10 44)1Odx1% 5000s TM tr;-O- s; ---T- M 523 1 s TM D25 1M 1525 1525 6) 10d 0 6 0 2" 4) 10dxl'/ 4) V -L -!Pdx V/ IAAOdx1W'-, s: MSH322 1550 6)-1 -0d 4)1 x1l 2'. L 1Wd x 160si _MSH2322 90S 1550 1 (6) 10d 4 O X`11/2' 1:1 A 11160s ---TMD231525 6) 104 4) 1 Odx1 '/2" fl 90s TN P418506) 10 d I 4 10clxl'/2-71 16" 41500s MSH1722 1668 6) 10d 4110dxll/2" 16 4 500si TMP175 1 0 1150 6) Od 4O&V/2' 15000s: 101's TMP21 1290 0 6) 10d 1 (4) 1 Odx 1 XF 6000sMSH2322 6500sc MSH322 F 60s MSH2322 1 16681 1 1668 1 1712 j ( 61.10d 1 (6) 1 _Odi 1OdxV 2 1 .._ W1 CFd- x N- V'- 20 0-4 TMP236500s. 1 TMP25- L 60s TMP23 155 15501550 1 5 01550_ 1((6 1 Od 1 go 6)10d 6104Odx1X 4) Odx1W1- s TMP4 1900 19001 ( 6)10d i (4) 1 Odx1 1/2' Boise Cascade has aproven track record uf providing quality wood products and anationwide building materials distribution network for our customers, helping them to enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased incompliance with anumber of green building programs. Take amoment boview our uuobsinabi|ib/cartifinadion site at http,,, iwvvvxbc.00m/ austaineb||ihy/cerMficaUon-audits/orview our green brochure atmowvv.bocom/|nst11. Boise Cascade Engineered Wood Products throughout North America can now baordered FGCOChain- of-Cueb)dy/CC}C3certified, enabling honnabui|dorshoachieve LEEOwpoints under U.8. Green Building Counoi|wresidential and commercial green building programs including LEEOfor Homes and LEE[}for New Construction. Boise Cascade Engineered Wood Products are available asPEFCOChoin' of-Cuotodyoadifiad.GF|OChain-Vf-Cuotodycardfiedand 8F|Fiber-Sourcing certified, oawell osNAHBResearch Center Green Approved, enabling honnebui|dorotoalso obtain green building points through the National Green Building Standard. Lifetime Guaranteed Quality and Performance Boise Cascade warrants its 8C|mJoist, VERSA-LAW, and ALUO| STmproducts t0comply with our specifications, t0b8 free from defects in material and workmanship, and 10meet orexceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according tuour Installation Guide. If in doubt, ask! 6`7 For the closest Boise Cascade EWP distributor/support center, call omusoAaoAos Tnsew-A-o/noLs ao/ BC CALC, BC COLUMN, BC FRAMER, ao/ xsCASCADE RIM BOARD, ao/ sseLuLAm SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. Your Dealer is: fnOdealer /s listed, call Y-800-232-0788 For information about Boise Cascade Engineepsd'Wood Products. inu!ud| n8ma|ea1sxnaand oun1iUone, wmrmnbeaam1Nau|aimerm. visit our website at www.BCewp.com Boise Cascade A'."' Engineered Wood Products Copyright 0Boise Cascade Wood Products, L.c zm* ESsomn412oo Products BEARING HEIGHT SCHEDULEPIotIDLengthProductPliesNetQt FJ1 8-00-00 1-3/4' x 16' VERSA -LAM? 2,0 3100 SP2 2 FJ2 29-00-00 16' BCI? 6000s-1,8 1 1 FJ3 28-00-00 16' BCI7 6000s-1.8 1 6 RECORD COPY FJ4 26-00-00 16' BCI7 6000s-1.8 1 12 FJ5 25-00-00 16' BCI? 6000s-1.8 1 14 FJ6 21-00-00 16' BCI? 6000s-1.8 1 5 FJ7 00-00 16' BCD6000s-1,8 1 1 FJ8 6 -00-00 16' BCI7 6000s-1,8 1 1 FJ9 5-00-00 16' BCI7 6000s-1,8 1 8 FJ10 FJll 4-00-00 3-00-00 16' BCI7 16' BCI? 6000s-1.8 6000s-1.8 1 1 1 1 Rml 16-00-00 1 1/8' x 16' TJ7 Rim Board 1 5 Bkl 2-00-00 16' BCI7 6000s-1.8 1 31 kw ust 28-0-0 28-0-0 HI HTU26 H2 NUS 2.37/16 H3 NQl$i'6-2 Rnl IP i NOTES: HID I AAFOR VC INSTA LLAHANDLD TEMP RY REFER TO ENOCERED DRAVINGS FOR PERNA 2J ALL TRUSSES UNCLUDING TRUSSES UNDER VALLEY FRAMINQ MUST BE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALL VALLEYSARE BE TII>l1ALLY gUllO BY BUILDER C 4) ALL TRUSSES ARE DESIGNED FOR 2' or- SA) vFpRO MAXIMUM SPACING, UNLESS OTFfRVISE NNEI 5.) ALL WALLS SHOWN ON PLACEMENT p AgR7 v1E C PLAN ARE CONSIDERED TD BE LOAD W SY42 TRUSSES MUST BE INSTALLED o 7 VITH THE TTIP BEING UP. 2 8 O 7) ALL M TRUSS HANGERS TO BE SIPSON HTU26 UNLESS DMVISE NOTED. ALL cnFLAN TRUSS HANGERS TO BE SNPSON TFW422 UNLESS OTIERVISE NOTED. c BJ BEAM/FEADER/LNTEL OW TO BE H E i SHOP DRAWING APPRGVA FJI1J1vi EFj8J7 THIS LAYQIT IS THE SOLE ZFCE FOR FABRICATIN IF TRUSSES AND VOMS ALL PREVM ARQffTECTIRAL DR TRM LAYQn REVIEW AN019MAL UF TtUS-LAYOU BE RECEIVED BOX ANY TRUSSES VILL DE BUILT. VEI UIIDITW TO DISIRE AGAINST CHAMES IHAT WILL RE M MBuilders F!rstSource Orlando PHONE, 407-851-2100 FAX, 407-851- Cit PHONE, 813-759-5951 0 Ptant FJ e o FA, 813-752 20- 8-0 7-4-0 BUILLIM Ashton Woods 28- 0-0 2121 Lot 159 12/ 4/17 Josh I I, I 1 I I, I1 II I11 I Builders FirstSource 1602 Industrial Park Dr. Plant City, FL 33566 REC 01"D COPY Project Information: Builder: Ashton Woods Model: 2121 Builders FirstSource Job #: Lot: 159 Subdivision: Wyndham Preserves County: Seminole Building Code: FBC2014/TP12007 Computer Program Used: Truss Design Information: Gravity Loads Wind Roof. 37 psf Total Wind Standard: ASCE 7-10 Floor: 55 psf Total Wind Speed: 140 mph Mean Roof Ht: 15 it Exposure: C Note: Refer to individual truss design drawings for special loading conditions, design criteria, truss geometry, lumber, and plate information. Design Professional Information: Design Professional Of Record: License # Delegated Truss Engineer: Robert W. Wall License # : 46021 QpO ~ a; k""" S S This truss specification package consists of this index sheet and 18 truss design drawings. This signed and sealed index sheet indicates acceptance of my professional engineering %b9 , 'l ^It ur responsibility solely for listed truss design drawings. The suitability and use of each truss t 4, • Ft oat0? • '4 r component for any particular building is the responsibility of the building designer per ,'bsS ONAI 84808,16910 ` TPI. 12/04/2017 1 7- 2 8 0 1 SANFORD O 7'ARI 0' Truss Truss Label Drawing Seal Date Truss Truss Label Drawing Seal Date Truss Truss Label Drawing Seal Date- 1 CJ1 001 12/4/2017 2 CJ3 002 12/4/2017 3 CJ5 003 12/4/2017 4 EJ7 004 12/4/2017 5 EJ7G0007 5 12/4/2017 6 H1 12/4/2017 7 H2 12/4/2017 8 H3 12/4/2017 9 H4 12/4/2017 10 HJ7 12/4/2017 11 T1 12/4/2017 12 T1GE 012 12/4/2017 13 T2 013 12/4/2017 14 T3 014 12/4/2017 15 T4 015 12/4/2017 16 T5 016 12/4/2017 17 V3 017 12/4/2017 18 V5 018 12/4/2017 Page 1 of 1 ©Builders FirstSource, Inc. 2002 Job fuss Truss Type oly y WPo159 CJ1 Jack -Open 6 i 001 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MTek Industries, Inc. Mon Dec 04 12:34:27 2017 Page 1 ID:KfjyNX6mvAVukxMbjix9kpz4RS4-W5LNkHYzV3RSFddT521VrhsCaY6ow1 NQLJJZCsyCMHQ 1-0-0 1-0-0 0 v6 2x4 = Scale = 1:6.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-3-8 (min. 0-1-8), 4=4/Mechanical Max Horz2=42(LC 10) Max Uplift3=-9(LC 10), 2=-74(LC 6) Max Grav3=10(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 3 and 74 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q E;GErosF q!` d ;• 51ATE OF OA', ••:, IORIOP •••••' 4asS/ 0NAL tiN,' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ cuss ype ty y WP0159 CM Jack -Open 6 1 002 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant nun: r.b4u s Nov if) 2 i b rnnr. 7.640 s Nov i o co i o mi i en mdu bie , u- w- U- 1 a.».moo ID:KfjyNX6mvAVukxMbjix9kp74RS4-_HvlydZbGNZJtmCfflpkOvONJxSMfUcZay2611yC HP 1-0-0 3-0-0 1-0-0 } 3-0-0 Scale=1:10.6 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix-M) Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=59/Mechanical, 2=184/0-3-8 (min. 0-1-8), 4=29/Mechanical Max Horz 2=86(LC 10) Max Uplift3=-56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 89 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OQO ICENS. 4 S I ATE OF g0c ••:, ORtOP •'•44 iSS ONAL N P Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I russ I russ I ype Ply WP0159 CJ5 Jack -Open 16Q,, 1 003 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 12:34:28 2017 Page 1 I D:KfjyNX6mvAVukxMbjix9kpz4RS4-_HvlydZbGNZJtmCfflpkOvOL6xQYfUczay261lyCMH P 1- 0-0 5-0-0 1- 0-0 5-0-0 Scale = 1:14.6 2x4 = 5- 0-0 5- 0-0 LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 3=100/Mechanical, 2=274/0-3-8 (min. 0-1-8), 4=45/Mechanical Max Horz 2=131(LC 10) Max Uplift3=-98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 3 and 125 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QO 4 ; 5IATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job I russ Truss Type ry y W P0159 ER Jack -Open 8 1 004 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Hun: /.640 s Nov t u zu16 rnm: i.b4u S NOV lu zui 5 Mi i ek mousmes, inc. Mon Dec uv 1 csaza cu , , re , ID:KfjyNX6mvAVukxMbjix9kpz4RS4-STT89zZD1gh9UwnrCTKzw6xS3LjuOxsjpcofHlyCa HO 1- 0-0 7-0-0 1- 0-0 7-0-0 i 3x4 = Scale= 1:18.5 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.16 4-7 >537 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. ( lb/size) 3=1 41 /Mechanical, 2=366/0-3-8 (min. 0-1-8), 4=61/Mechanical Max Horz 2=170(LC 10) Max Uplift3=-123(LC 10), 2=-164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 164 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard T Q` v GENSF,•<< S d SIATEOF Q 90c• •+, OR10? i* Sfo, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 0 rusS Truss Type City ply WP0159 EJ7G Jack -Open Girder 1 2 J`o'b Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant 3-8-2 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 TCDL 7.0 Lumber DOL 1.25 BC 0.48 BCLL 0.0 Rep Stress Incr NO WB 0.02 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1163/0-3-8 (min. 0-1-8), 3=1579/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-473(LC 8), 3=-694(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 12:34:30 2017 Pagge 1 ID:KfiyNX6mvAVukxMbjix9kpz4RS4-wft WNJaso_p064M2mArCTKUdll1 F70nsl GXDpByCMHN 2x4 11 2 3 2x4 11 Scale = 1:20.0 DEFL. in loc) I/dell Ud PLATES GRIP Vert(LL) 0.15 3-5 539 240 MT20 244/190 Vert(TL) 0.28 3-5 298 180 Horz(TL) 0.01 3 n/a n/a Weight: 63 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 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 473 lb uplift at joint 1 and 694 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 744 lb down and 322 lb up at 2-0-12 and 744 lb down and 322 lb up at 4-0-12, and 746 lb down and 320 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. S IATE OF 1Z.S70NAL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 7=-744(F) 8=-744(F) 9=-746(F) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, H 33559 12/04/2017 Job I russ Truss Type y W PO159 H 1 Hip 2 1 006 Job Reference optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Hun: /.640 s Nov 1 u 2u16 vrim: 1.64u s Nov 1 u 2015 Mi i ex mausmes, inc. Mon Dec 04 i 2:34:, i zu i r ra e i ID:KfjyNX6mvAVukxMbjix9kpz4RS4-PsbuafbUZlxtkEwEKtMROXOox9MesmfOGwHmLdyC HM 1-0-0 5-9-14 11-0-0 17-0-0 22-2-2 28-0-0 29-0-Q 1-0-0 5-9-14 5-2-2 6-0-0 5-2-2 5-9-14 1 0 5x8 = 4x6 = Scale: 1/4"=1' 13 1Z iu a 3x4 = 2x4 11 3x4 = 3x4 = 3x8 = 2x4 11 3x4 = jd 6 5-9-14 11-0-0 17-0-0 22-2-2 28-u-u I 5-9-14 5-2-2 6-0-0 5-2-2 5-9-14 Plate Offsets (X Y)-- 2:0-1-10 0-0-0] [4:0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.26 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 136 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1090/0-3-8 (min. 0-1-8), 7=1090/0-3-8 (min. 0-1-8) Max Horz2=118(LC 10) Max Uplift2=-452(LC 10), 7=-452(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2074/785, 3-4=-1630/615, 4-20= 1464/615, 5-20=-1464/615, 5-6=-1631/616, 6-7=-2074/788 BOT CHORD 2-13=-743/1863, 12-13=-743/1863, 11-12=-466/1463, 10-11=-466/1463, 9-10=-628/1863, 7-9=-628/1863 WEBS 3-12=-459/308, 4-12=-76/364, 5-10=-66/365, 6-10=-459/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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 chard live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2 and 452 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES Standard i,Rt W. • i r StATEOF Robert W. Wall, PE 46021. 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job russ Truss Type ty y WPO159 H2 Hip 2 1 007 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 Mi fek Industries, Inc. Mon Dec 04 12:34:31 2017 Page 1 I D:KfjyNX6mvAV ukxM bj ix9kpz4 RS4-PsbuafbUZ IxtkEwE KtM ROXOp19 M Dsh70GwH m LdyCMH M r1-0-Oi 6-9-14 13-0-0 15-0-0 21-2-2 28-0-0 29-0-Q 1-0-0 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 dI1 0 4x6 = 46 = 3x4 13 12 10 9 2x4 11 3x4 = 20 11 3x4 3x4 = 3x4 = Scale: 1/4"=1' I7 0 6-9-14 13-0-0 15-0-0 , 21-2-2 28-0-0 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 Plate Offsets (X Y)-- 2:0-3-0 0-1-8],[7:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.17 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.32 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 133 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1090/0-3-8 (min. 0-1-8), 7=1090/0-3-8 (min. 0-1-8) Max Horz 2=-137(LC 11) Max Uplift2=-449(LC 10), 7=-449(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2034/759, 3-4=-1453/540, 4-20=-1284/538, 5-20=-1284/538, 5-6=-1453/539, 6-7=-2034/761 BOT CHORD 2-13=-728/1820, 12-13=-728/1820, 11-12= 352/1284, 10-11=-352/1284, 9-10= 593/1820, 7-9=-593/1820 WEBS 3-13=0/253, 3-12=-645/414, 4-12=-103/336, 5-10=-103/336, 6-10=-645/416, 6-9=0/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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 449 lb uplift at joint 2 and 449 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard. W..., QQ 51ATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss rUSS ype ty y WP0159 H3 Hip Girder 1 1 J08ob Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MTek Industries, Inc. Mon Dec 04 12:34:33 2017 Page 1 I D:KfjyNX6mvAVukxMbj ix9kpz4RS4-LEje?Kck5vBbzY4dRIOv5y64Pyw6KaOJjEmtQWyCMHK t-0-0 3-9-14 7-0-0 11-8-9 16-3-7 21-0-0 24-2-2 28-0-0 29-0-q 1-0-0 3-9-14 3-2-2 4-8-9 4-6-13 4-8-9 3-2-2 3-9-14 1-0-0 2 5x8 = 2x4 II 3x8 = 4x6 = 5.00 12 4 24 25 5 26 ? r], 28 6 29 30 7 3x4 3x4 3 8 17 16 31 3x8 = 2x4 II 3x4 = 11-8-9 Scale: 1/4"=V 32 15 33 14 34 13 35 36 12 11 3x8 = 4x10 MT20HS= 2x4 11 3x8 = 2x4 11 3x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.38 13-15 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.68 13-15 >497 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 141 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. T2: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. BOT CHORD 2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1906/0-3-8 (min. 0-2-4), 9=1906/0-3-8 (min. 0-2-4) Max Horz 2=78(LC 8) Max Uplift2=-899(LC 8), 9=-899(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3911/1813, 3-4=-3938/1853, 4-24=-4677/2245, 24-25=-4677/2245, 5-25=-4677/2245, 5-26=-4677/2245, 26-27=-4677/2245, 27-28=-4677/2245, 6-28=-4677/2245; 6-29=-3677/1762, 29-30=-3677/1762, 7-30=-3677/1762, 7-8=-3937/1852, 8-9=-3909/1816 BOT CHORD 2-17=-1664/3547, 16-17=-1664/3547, 16-31=-1649/3644, 31-32=-1649/3644, 15-32=-1649/3644, 15-33=-2128/4677, 14-33=-2128/4677, 14-34=-2128/4677, 13-34=-2128/4677, 13-35=-2128/4677, 35-36=-2128/4677, 12-36=-2128/4677, 11-12=-1588/3545, 9-11=-1588/3545 WEBS 3-16= 204/280, 4-16=-99/501, 4-15=-602/1264, 5-15=-472/411, 6-13=0/332, 6-12=-1236/593, 7-12=-379/1094, 8-12=-205/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. b+an+'''+h 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 899 lb uplift at joint 2 and 899 lb uplift at j'! O i;T W, yyti.•49. 8) Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .i Q` • iCE fVSF ,9l•6 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 213 lb up at f0-0. 87 lb down and 122 lb up at 9-0-12, 87 lb down and 122 lb up at 11-0-12, 87 lb down and 121 lb up at 13-0-12, 87 lb down and 1;t1 lb: •= up at 14-11-4, 87 lb down and 122 lb up at 16-11-4, and 87 lb down and 122 lb up at 18-11-4, and 173 lb down and 213 lb up atZ?x:0 on top chord, and 307 lb down and 137 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 13-0-12, 65 Ibx wit at 14-11-4, 65 lb down at 16-11-4, and 65 lb down at 18-11-4, and 307 lb down and 137 lb up at 20-11-4 on bottom chord. The p : S I ATE OF • 2 design/selection of such connection device(s) is the responsibility of others. •• 9 •• ,c k, Oi. ••. ORIpP••• +' 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). y A. ++ dAD CASE(S) Stwndardontlnueonpage Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 oS ONAL ENi++++ 12/04/2017 Job Truss R1SS ype ry y W P0159 H3 Hip Girder 1F 1 006 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTeK Industries, Inc. Mon uec 04 12:34:33 2017 Page 2 I D:KfjyNX6mvAVukxMbjix9kpz4RS4-LEje?Kck5vBbzY4dRIOv5y64Pyw6Ka0Jj EmtOWyCMHK LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-21=-20 Concentrated Loads (lb) Vert: 4=-126(F) 7=-126(F) 16=-307(F) 12=-307(F) 24=-87(F) 25=-87(F) 26=-87(F) 28=-87(F) 29=-87(F) 30=-87(F) 31=-41(F) 32=-41(F) 33=-41(F) 34=-41(F) 35=-41(F) 36=-41(F) Q (, E fV s 9l •s 5IATE OF Q. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 o russTruss Type y W PO159 H4 Hip 1 1 009 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 12:34:33 2017 Page 1 I D:KfjyNX6mvAVukxMbjix9kpz4RS4-LEje?Kck5vBbzY4dRIOv5y6BsyyhKhyJjEmtQWyCMHK r1-0-0 4-9-14 { 9-0-0 14-0-0 19-0-0 23-2-2 28-0-0 29-0-0 1-0-0 4-9-14 4-2-2 5-0-0 5-0-0 4-2-2 4-9-14 3x6 = 4x6 = 3x4 = 4x6 = 12 1u 3x8 = 3x8 MT20HS= 3x8 = 611MMKlLll115Y 3x6 = 9-0-0 19-0-0 28-0-0 9-0-0 10-0-0 9-0-0 Plate Offsets (X Y)-- [2:0-3-0,Edge], [8:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.19 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) 0.55 10-12 >609 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 131 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1090/0-3-8 (min. 0-1-8), 8=1090/0-3-8 (min. 0-1-8) Max Horz 2=98(LC 14) Max Uplift2=-455(LC 10), 8=-455(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/874, 3-4=-1812/707, 4-5=-1647/686, 5-6=-1647/686, 6-7=-18121707, 7-8=-2081 /876 BOT CHORD 2-12= 817/1877, 11-12=-697/1837, 10-11=-697/1837, 8-10=-721/1877 WEBS 3-12=-275/291, 4-12=-114/442, 5-12=-338/250, 5-10=-338/250, 6-1 0=-1 14/442, 7-10=-275/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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 MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 2 and 455 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard f"s?,J W- •i! y Q0 l SIATEOF Q OR 9 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 o russTruss Type Qty Ply WP0159 HJ7 Diagonal Hip Girder 3 1 Iob Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant i 2x4 = 5-2-9 Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 Mi i ek industries, inc. noon Dec 04 1 z:s4:sa 201 t rag, 1 ID:KfjyNX6mvAVukxMbjix9kpz4RS4-HdgPQOe_dWRJDrE?ZjRNANBWZmlAoagbBYF_UOyC HI Scale = 1:21.0 5-2-9 5-2-9 9-10-1 4-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 41 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=115/Mechanical, 2=481/0-4-9 (min. 0-1-8), 5=295/Mechanical Max Horz 2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-779/300, 11-12= 752/303, 3-12=-720/309 BOT CHORD 2-15=-399/721, 15-16=-399/721, 7-16=-399/721, 7-17=-399/721, 6-17=-399/721 WEBS 3-7=0/253, 3-6=-768/425 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 267 lb uplift at joint 2 and 116 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 lb down and 14 lb up at 1-4-15, 14 lb down and 14 lb up at 1-4-15, 27 lb down and 54 lb up at 4-2-15, 27 lb down and 54 lb up at 4-2-15, and 44 lb down and 103 lb up at 7-0-14, and 44 lb down and 103 lb up at 7-0-14 on top chord, and 8 lb down and 1 lb up at 1-4-15, 8 lb down and 1 lb up at 1-4-15, 9 lb down and 0 lb up at 4-2-15, 9 lb down and 0 lb up at 4-2-15, and 24 lb down at 7-0-14, and 24 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASES) section, loads applied to the face of the truss are noted as front I or back (B). a+` Qli W, jy r+i O 4 '. Q S FATE OF c••:,OR10P .•• 4 4 F..«.-- • 44Slo. 4aL" LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 13=-48(F=-24, B=-24) 15=3(F=1, B=1) 16=-12(F=-6, B=-6) 17=-34(F=-17, B=-17) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ russ ype ty y WPO159 T1 Common 4 1 J11ob Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 12:34:35 2017 Page 1 ID:KfjyNX6mvAVukxMbjix9kpz4RS4-HdgPQOe_dWRJDrE?ZjRNANBXYmkoocmbBYF UOyCMH1 1-0-0 5-5-14 10-4-0 15-2-2 20-8-0 21-8-0 1-0-0 5-5-14 4-10-2 4-10-2 5-5-14 1-0-0 J 3x4 = 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = Scale=1:36.0 Ia 7-1-4 13-6-12 20-8-0 7-1-4 6-5-7 7-1-4 Plate Offsets (X,Y)-- [2:0-2-0,Edge] [6:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 8-10 >999 240 MT20 244/190 TCDL, 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.17 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 91 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=819/0-3-8 (min. 0-1-8), 6=819/0-3-8 (min. 0-1-8) Max Horz 2=-111(LC 11) Max Uplift2=-341(LC 10), 6=-341(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1419/551, 3-4=-1256/499, 4-5=-1256/500, 5-6=-1419/552 BOT CHORD 2-10= 527/1265, 9-10=-245/859, 8-9=-245/859, 6-8=-417/1265 WEBS 4-8=-196/434, 5-8=-271/277, 4-1 0=-1 95/434, 3-10=-271/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 400 51ATE OF Q Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I russ Truss Type Qt, y WPO159 T1 GE Common Supported Gable 1 1 012 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 12:34:36 2017 Page 1 ID:KfjyNX6mvAVukxMbjix9kpz4RS4-IpOndMfcOgZAq?pC7RycjbklKABSX511QC_X1 ryCMHH 1-0-0 10-4-0 20-8-0 21-8-0 1 0-0 10-4-0 10-4-0 1-0-0 I Scale=1:36.0 4x6 = 3x4 = 23 22 21 20 19 18 17 16 15 14 3x4 = 3x4 = 3Io 20-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 12 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) . -0.00 12 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 98 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-8-0. lb) - Max Horz 2=-111(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20, 21, 22, 23, 17, 16, 15, 14, 12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 Q ••CENSF{' 4!{! 511A TE OF l i,' rs ONAL EN• 12/ 04/2017 Job Truss]T-r-u_s_s7y-pe_PIY WP0159 T2 Common 4 1 013 Job Reference (optional) 17 P 1 Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec — 12.34.37 20 age ID:KfjyNX6mvAVukxMbjix9kpz4RS4-DOy9rifF98h1 S9OOg8TrFoGtOaQEGWFuesk4ZHyCMHG 1-0-0 5-5-14 10-4-0 15-2-2 20-8-0 1-0-0 5-5-14 4-10-2 4-10-2 5-5-14 3x4 = Scale=1:34.6 46 = 3x4 = 3z4 = 3x4 = axv — 13-6-12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.27 BC 0.45 WB 0.17 Matrix-M) DEFL. in Vert(LL) 0.07 Vert(TL) -0.17 Horz(TL) 0.04 loc) I/defl Ud 7-9 >999 240 7-9 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 89 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 6=764/0-3-8 (min. 0-1-8), 2=819/0-3-8 (min. 0-1-8) Max Horz2=120(LC 14) Max Uplift6=-302(LC 11), 2=-341(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1420/551, 3-4=-1258/499, 4-5=-1261/502, 5-6=-1423/554 BOT CHORD 2-9=-537/1267, 8-9=-255/861, 7-8=-255/861, 6-7=-439/1270 WEBS 4-7=198/437, 5-7=-273/278, 4-9=-195/434, 3-9=-272/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=302, 2=341. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I t?,T W. -' Q• • O GENSF,9C y S I ATE OF4• Q SSIOWZ ENa'•• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oTruss Truss Type Oty My W P0159 T3 Roof Special Girder 1 1 014 Job Reference (optional) t3unaers rirstaource, 1 ampa, rlant uty, morlaa JJnbb, uosnua teryant Mun: /.b4U s NOV 1 u zu1 b vrin.6t: /4u s NOV lu 2ul b MI I eK Inaustnes, Inc. Mon Uec t14 1 z:J4:Jd ZUl / rage 1 I D:KfjyNX6mvAVukZbjix9kpz4RS4-hC WX22gtwRpu4JzaEs_4oOpyOzIV?po2tWTe5jyCMHF 1-0-0 5-5-14 10-4-0 13-8-0 17-4-0 21-0-0 24-2-2 26-0-0 29-0-Q 1-0-0 5-5-14 4-10-2 3-4-0 3-8-0 3-8-0 3-9-14 Scale = 1:50.6 4x6 = 3x8 = 2x4 11 5x8 = 7x10 = 3x8 = 10x12 = 2x4 11 3x12 MT20HS= 5-5-14 10-4-0 , 13-8-0 17-4-0 21-0-0 24-2-2 28-0-0 5-5-14 4-10-2 3-4-0 3-8-0 3-6-0 3-2-2 3-9-14 Plate Offsets (X,Y)-- 5:0-5-4,0-2-81,(7:0-5-4,0-2-41,(9:0-6-0,0-1-51,(12:0-3-8,0-5-01,f14:0-5-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.34 13-15 >976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.63 13-15 >536 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 165 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-5-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1565/0-3-8 (min. 0-1-8), 9=2478/0-3-8 (min. 0-2-1) Max Horz 2=-111(LC 13) Max Uplift2=-631(LC 8), 9=-1132(LC 9) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3503/1345, 3-4=-3039/1278, 4-5=-3011/1265, 5-6=-5199/2342, 6-7=-5199/2342, 7-8=-5693/2579, 8-9=-5869/2640 BOT CHORD 2-17=-1258/3205, 16-17=-1258/3205, 15-16=-1890/4735, 14-15=-1888/4737, 13-14=-1888/4737, 12-13=-2277/5335, 11-12=-2360/5396, 9-11=-2360/5396 WEBS 3-16=-507/341, 4-16=-837/2059, 5-16=-2614/1242, 5-13=448/708, 7-13=-503/598, 7-12=-903/2067 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=631, 9=1132. ,0 p1tivarq for 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. d tRT w. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 91 lb up at 21-0 00 9 f9 on top chord, and 1558 lb down and 714 lb up at 20-9-8, and 266 lb down and 144 lb up at 21-0-0 on bottom chord. The Q`; • G E NSF'•, design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard = * "'— — `^^` 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ,o ;• SLATE OF Uniform Loads (plf) •i 9 ROp'.. I- ORIVert: 1-4= 54, 4-5=-54, 5-7=-54, 7-10=-54, 2-9=-20 O S/ONAL V'5 , Continued on page 2 % 87#0e118"Sto Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ russ ype ty y WP0159 T3 Roof Special Girder 1 1 014 Job Reference (optional) d.... n M h•'lA 'JR 'Jf117 D nc 'J Builders FirstSource, Iampa, Plant ary, Fionoa ssbbb, uosnua Dryam „,,. ,., .. , ,,,,,. .. ,-..- •.. -... •....,,.. ...___...__, ..._...._.. _ __ _ .. __ .__ __ _ ID:KfjyNX6mvAVukxMbjix9kpz4RS4-hCWX22gtwRpu4JzaEs_4oOpy0zIV?po2tWTe5jyC HF LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-39(B) 12=-1825(B) Qoe cENSF,9e114 S I ATE OF ok asSIOMAL ENe. aP,' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 0Truss ruSS I ype Oty Ply WP0159 T4 Roof Special 1 1 015 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 12:34:38 2017 Page 1 I D: KfjyNX6mvAVukxM bj ix9kpz4 RS4-h C WX22gtw Rpu4JzaEs_4oOpvszi 8?wU2tW Te5jyCM H F rt-0-0 5-5-14 10-4-0 11-8-0 19-0-0 23-2-2 28-0-0 29-0-Q 1-0-0 5-5-14 4-10-2 1-4-0 7-4-0 4-2-2 4-9-14 5x6 = 46 = 5x8 = Scale=1:49.2 a 0 14 13 1L lu 3x4 2x4 11 6x8 = 3x4 = 4x10 MT20HS= 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 `Except` T3: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 It CSI. DEFL. in (Icc) I/deft Ud PLATES GRIP TC 0.84 Vert(LL) 0.4310-12 >774 240 MT20 244/190 BC 0.67 Vert(TL) 0.7610-12 >439 180 MT20HS 187/143 WB 0.36 Horz(TL) 0.07 8 n/a n/a Matrix-M) Weight: 135 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1091/0-3-8 (min. 0-1-8), 8=1089/0-3-8 (min. 0-1-8) Max Horz 2=-111(LC 15) Max Uplift2=-407(LC 10), 8=-487(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1976/67113-4=-18141742, 4-5=-17391745, 5-6=-1649/684, 6-7=-1823/797, 7-8=-2059/953 BOT CHORD 2-14=- 622/1771, 13-14=-622/1771, 12-13=-481/1674, 11-12=-563/1672, 10-11=-563/1672, 8-10=-787/1850 WEBS 5-12=-671/ 401, 6-10=-61/408, 4-13=-397/943, 3-13=-317/230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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 MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=407, 8=487. 8) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard + w jy'yiy r SIATE OF L44+ ONAL nus+++Nr''•,, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I russ Truss Type Qty Ply W PO159 T5 Common 6 1 016 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 Welk Industries, Inc. Mon Dec 04 12:34:39 2017 Page 1 I D:KfjyNX6mvAVukxMbjix9kpz4RS4-AO4vGOhVhlxlhTYmoZVJKDMAvNOOkOrB6ADBdAyCMHE 1-0-0 7-3-14 14-0-0 20-8-2 28-0-0 29-0-q 0107-3-14 6-8-2 6-8-2 7-3-14 1-0-0 5.00 12 4x6 = Scale: 1/4"=1' 3x4 = 3x8 MT20HS= 3x4 = 3x6 = 3x6 = Ip0 9-6-10 18-5-6 z8-u-u 9-6-10 8-10-13 9-6-10 Plate Offsets (X Y)-- 2:0-0-10 Edgel [8:0-0-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.25 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.50 10-12 >675 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 122 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1090/0-3-8 (min. 0-1-8), 8=1090/0-3-8 (min. 0-1-8) Max Horz 2=147(LC 10) Max Uplift2=-448(LC 10), 8=-448(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1967/764, 3-4=-1737/676, 4-5=-1661/689, 5-6=-1661/690, 6-7=-1737/676, 7-8=-1967/765 BOT CHORD 2-12=-738/1755, 12-19=-340/1176, 11-19=-340/1176, 11-20=-340/1176, 10-20=-340/1176, 8-10=-592/1755 WEBS 5-10=-273/607, 7-10= 380/384, 5-12=-273/607, 3-12=-380/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=448, 8=448. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard a r'O FiT`+y FNSF 9Xl, SIATEpF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I russ Truss Type Qty Ply W PO159 V3 Valley 1 1 ooll Jb Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Joshua Bryant v Q0 2x4 Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 12:34:39 2017 Page 1 I D:KfjyNX6mvAVukxMbjix9kpz4RS4-AO4vGOhVhlxlhTYmoZVJKDMGfNCxkSLB6ADBdAyCMHE 2x4 11 Scale = 1:9.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=82/3-0-14 (min. 0-1-8), 3=82/3-0-14 (min. 0-1-8) Max Horz 1=55(LC 9) Max Upliftl=-34(LC 10), 3=-45(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q00 G E NSF o ;• 5IATE OF Q OA',•:;tOR10P•' •0 1 4s/ONAL E\ ,' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job I russ I russ I ype Qty y WP0159 V5 Valley 1 F1 018 Job Reference (optional) omiva s 1--u—, I aITINd, rla'IL-ty, - Wd0-1,o,ya„' ID:KfjyNX6mvAVukxMbjix9kpz4RS4-ebelTki7S34cJc6zMGlYtRuOSnVdfvaKKgylAcyC HD 5-1-8 5-1-8 2x4 11 2 3 Scale=1:13.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=156/5-0-14 (min. 0-1-8), 3=156/5-0-14 (min. 0-1-8) Max Horz 1=103(LC 7) Max Upliftl=-66(LC 10), 3=-86(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 4+'00t j W . y4 Q I4SF ..e SIATE OF a9•' •Q 9 F •:;i ORIOP •'4;: S ONAL ENi•', Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 4/28/2017 Florida Building Code Online doUSER: Puti Appr"- rovalx = RECORD COPY Product Aorxoval Menu > Prod!. gr A.p2lt.r,atlon Search > Anniica,,',os Igssj > Application Detail FL # FL15S-R8 Application Type Revision Code version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer 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 Ext128 cparrino@castcrete.com Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino @ ca s tcrete , co m Structural Components Products Introduced as a Result of New Technology Certification Mark or Listing Miami -Dade BCCO - CER Miami -Dade BCCO - VAL Standard Year ACI 318 2011 ACI530 2011 Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https:/Iwww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquegl %2bT71 %2fF 192gnRzH Nulcgj 5pgLXkU6g%3d 112 4/28/2017 Date Validated Date Pending FBC Approval Date Approved Florida Building Code Online 05/06/2016 05/06/2016 urnma FL # r Model, Number or Name j Description 158.1 High Strength Concrete Lintels_ 4, 6, 8, and 12 inch wide lintels ` Limits of Use ? Certification Agency Certificate Approved for use in HVHZ: Yes ' FL158 R8 C CAC NOA 14-0903.03.odf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126,03.odf Impact Resistant: N/A I Quality Assurance Contract Expiration Date Design Pressure: N/A i 05/21/2017 Other: Superimposed loads shall not exceed allowable safe 'Installation Instructions load ± FL158 R8 II NOA 14-0903.03 odf FL158 R8 II NOA 16-0126.03.Ddf 1 Verified By: Miami -Dade BCCCI - CER Created by Independent Third Party: 1 Evaluation Reports Created by Independent Third Party: Yf.,;r, M Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phoneor by traditional mail. If you have any questions, please. contact 850.487.1395. *Pursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If .you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Al 2 Credit Card Safe Si, LllT1LyA11::TRIC9 "`. littps:// www.floridabuilding.orglprlpr app_ tl.aspx?param=wGEVXQwtDquegl%2bT71%2fF192gnRzHNulcgj5pqLXkU6g'1.3d 212 MIAM 1•DADE I1iIAi a -DARE COUNTY e PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOliIC RESOURCES (RE, R) It 805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) inviv.mi;tmidade.govleconomy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable - miles 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) 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 tluough 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, all bearing the Miami -Dade County Product Control. Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade. County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed, by the expiration date may be displayed in advertising literature.. 1f'ony portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages J 4, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. 1 / NOA No.14-0903.03 MIAMIDADSCOUNTY !t % f%, j F.- y Expiration Bate: 09/11/2018 fit, z c Approval Date: 10/09/2014 tCr Page I 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", sheet 1 of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drcnving Afo. LT4612, titled Cast -Crete 4 ", 6" & 12" Lintel Scfe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated Alarch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Ut f lied Afodels, total of (13) concrete lintel specimens, per ASTAI E-529-94, prepared by Applied Research Laboratories, Report 1Vo. 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, RE., signed and sealed by+ Craig Parrino, P.E. 2. C.alctrlations fo` Cast -Crete Lintels, dated 05129103, 1.40 pages, prepared by Craig Parrino, AE., signed and sealed by Craig Parrino, P,E, D. MATERIAL CERTIFICATION: 1, Quality System Alauualfar Cast -Crete allachine 11ade Precast Lintels revised of a11a1, 1, 2002. 2. Cast -Crete Quality System kfanual fo` Prestressed Products dated 2002, 2, EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003. and Drmving No. L774612, titled Cast -Crete 4'", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated Alarch 24, 2003, last revision dated Um-ch 11, 2008. B. TESTS 1. None, C. CALCULATIONS 1. Noare. D. QUALITY ASSURANCE 1. By Aliami-Dade County Building Code Compliance Dfce. E, MATERIAL CERTIFICATIONS 1. None. , f Hw1y A. Ma Icar, P.G., ill.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I oJ' 1, prepared by Craig Perrino, P.E., elated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Sgfe Load Tables", sheets l through 3 oj'3, prepared by Craig Par•rino, P.E., dated Ablarch 24, 2003, last revision dated 11arch 11, 2008, all signed and sealed by Craig Parrilto, P. E., on klarch 22, 2012. B. TESTS 1. Nolte. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. By wliami-Dade Comity Department of Permitting, F.uvironurent, and Regulalmy i,fairs. E. MATERIAL CERTIFICATIONS 1. 1Volre. F. OTHER 1. Letter.fi•om Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Perrino, P,E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS .APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. lhorre. D. QUALITY ASSURANCE 1, By Aliami-Dade Counly Department of Regulaiol), and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. Ij 1ffiiy A.lMakar, 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. Drrnring No, FD4612, titled "Precast arrd Prestressed Lintel .Details", sheet 1 of I, prepared by Craig Parrino, AE., dated A larch 24, 2003 and Drawing rVo. LT1612, tilled "Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E, on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, elated 0811912014, pages 14.201 through 14,236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By A41ami-Dade Count.),) Department of Regulatoi3, and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter front Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. f f/ Het takar,l'.E„ M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09111/2018 Approval Date: 10/0912014 E - 3 i HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE "B TYPE "A"_STIRR Il II II I1 II II 4" S" "C" SPACRiCV A" BOTTOM STEEL LENGTH I,- PR O111 U-LIIITEL I" PRECAST 4 2- RECESS. DOOR 11-1I11TEL 6" PRECAST U-LINTEL- SPUD 11NTFL 6" & 12" PRECAST LINTEL REINFORCING CAGE FABRICATION MQDEL 389' SS e• 11/ 36' 1/4* 17 1 S /1 16• S T I' 1 181 3/A" ttvE 'A' SJwRuvS 4 iD seNnamut mfCIIlRpllm1KSaOHs1 tDGWi TIDY4fq[DUA v StwRurs- ON SRM1 R'.IMttu u Sa Ile I.DNC NRIaI Aa sMttulR R- n AS SgC6RN0 b 1[A 4M h n ' WLN OW R 1/i' 1G IXIWILNbuwl TYPE c11RSL'PS J s3•RRllur6 a I a • lOims I L1/4 S 1 8 3 a 16 8 3 ' 7 i6 7 16 b 3 6• 7 18 STIRRUv DE1Allb 4" SO T I• '- 6^ PREOAjj U-LINTEL 1'L' PRECAST rt! 2• R Ems' -LINTEL 12" PRECAS )-,LINTEL 4 SOLID LINTEL DATA TABLE tIIITGEL 1,11'N-af'11 IN ND' LENOIN all-13 ROM W-3^ 6-p• AR 3 -t 1 A 3'- • b'- 1 1 REDAR D'-6- D H 2 jS DAR 9 -S 10-6• Re 10-5" 6" PRECAST U-LINTEL DATA TABLE 130M ' • Km Small RS>Tr ff,jWm `1 Dfi3T©Li 31•©DO PaGla{i7dSYT.T.1i>ai>a'fl0:. EYS>iEaf3.fE1-ram Lg1if17 8[7r•'6 Hlt! E16I7Elkar T ti E9riL1Q`3 t>a•9t 9 m[T3..arce>i ae.ta a® SF i1Fg311P.90 mr mcaer am r llo ff7E[E>t3ildff]C4 f' "J6ii OCl:i 12" PRECASLU—_LINTEL DATA TABLE Fling ME MUM Klc' ImEm0 i Ei'.a7 6['1S:1I:i37d3E'7H:1 13MAM mCZ9 ft t i mCiKiOdmwo INN• 1• EWl rm.* MRMI 1197 iR71A 1.11 d.. . 01EL•04" tiG.liEiCY`7TSd7ELi'SIPE7JL.Ii6lC3 iJEtifT7i7 9qRlaiif[EiCI'SEi!' VF>.1f :nasYSEtr1s m it nrarinmI i[ Mom; f IE MEMBER OP TIUS PROPRIETARY piORNATION 16 FROADED FOR PRODOM APPROVAL IT IS JROEECIfO eY CDPTRLOM SAWS. AND CANNOT SE REPROWCED OR DISTACKPIED WIRIOOf THE PRbR WRMEN CONSENT CAN-CRCTE ORA,,RID. 1. RINNIN CINO SulT/33 W AS. MI03 03. jN. AND 43 NEMR A SIRVIIMD SIACHOTHI 6 NID 11 WCN MNTELS ..300D Pu OMDE 6D .. MIS S NONE, Tilt TOTAL W."OE STRROPS R —0, MC CgbT1C0 SIARTLNO 1. CDIMRETE STRCN.— V. 6D00 1SI FOR ACA 6 1— RNN 12 NCR (RDN GCN FND W MC RDµ)OACIND CAOEI (OR EtAWILE - NO. F PRECAST m—,, ".. 3000. Pu "A l ItlCx NN3Etb S11NY)S a A, IµEN 1HC RMN(OIKIHR CANE (ADAKADDN MODR SHOY3 3. BOTTOM STEEL 6NA3L SE CDT DACR ONE INCH 10 YL )EDSN n1111 ENDS 3 STIRRDAS (ROM EACH ENO. ON 6 AND 11 INCH u.lO.S ATEA RIRINIRO IRON fORRL- G.' CEH O> p[ Eonuc 1 x1 vl5t rr DsxlnP[ 7t b IT -[h. CtD iSi o, 4 FSLLit1 . 4wl ivD/ pCNu3.n3 ha< PS.I LTZo; a S T OF lK+" wyi'a1o w 4lr-/ O% p CRAiG PARRINO O R t p G 6324 CR 579 70, VFL 3447e4 FLCP.E.LIC 0FFNEH. 561171L' PRECAST_ AND PRESTRESSED LINTEL DETAILS FP. 0 WEI OBSOA/-14 DRAR'N AY: R1NCI1 AANAUD SGLF: AS SHORN AkYk DAIL3/2//DS CHiOTEO N; CRA# PARAND, P.E. TD161E SNER: 1 OF 1 GENERAL NOTES 1) Material. 1'a 4' p—al fetal 3000 psi fc 6'& 12 pprr 4 9nl I 5C00 is grout J(x:0 ps dh m 'mum 3/8 ncA aggreyole _ eoocrele mros pq u 1 ((CIAU) ppecr rdTM C90 with minimum net area cornPressrce atrengllr . 13W psi rebar per ASTµA615 Grade 60 made, per AS1M CT 0 typo M or S 2) AI safe load tables based an minimum 4 inch nominal bearing. rxce.li- Safe leads far lintel type EU61 12U8 -d 12RU6 must be reduced by 20R if bearing length is less Unto 6 1/2 inches. 3) Provide fall mortar bed and head bints. 4) the number in paenthesis Indroafes the paraa it reduction for grade 40. Field added rebar. qFxomole, ti% 1i%liaduclioo i ii20 (88) v> 122a8d. of 1}wfig 5) All lintels meet or exceed L/360 delleclbn. E—alf, Untel typea.6 8 & 12F8 17'-,r & longer meets or exceed L/180 deflation, - Uee is limited to wndilions meetingg the Fiorito Building Code Smlian 16D4.3.1 as oppl:. I.. 5) St— 01ed lintel, as required. 7) 4' solid scleb to be instaDed e/ a dimension horizontal and er cilm.neian vertical. 8) Imto4oticn/atlachmen1, of Frud must campy will the architeelurol and/or atraclu al d—ents. 9) The designer may evaluate wncentroled loads from the We load toblas by wkalaling the maxirtwm rIsliag moment and shear at d-oway imam the face of support. 10) ICR. - Not Rated 11) Bottom Feld added now to be located at the bottom of the lintel cavity. TYPE f)ESIG ANTION Fr . r. tiroetm .sour / u . uaum I warm ofAlfcicem4` 12F16-28/21T oxzuz snnl-) J L aoxm of is ryxaua aOnrt Rrae u lea FOR Ir Lww Ae e uwcus I - Teti k) i,vau o rce n' uvnu1 ryl avunm ,m s' ulirna eanov wrsavex 11 15/5- ACTIVE. o vnaii Mrm 12' NOMINAL 1YD11H 12) 6' & 12' Untes arc moxafeatu"d xilh 5-1/2' 1.9 match., at the end. to accamadole vertical cat r,i,f,,cmg and grouting. 13) The bdaeiar surf— of lintel hot.11ed in exterior canc(ele mo onry e.Ib shall have a cooling of sWoco applied n acwrdonce wth ASTIA C-926 a a ,.Pp —ad cwting 14) UnWs loaded si-Itanw h x+tb relGcat (g 'h W uphll) and horizmd I Ilaterol) foods sfiwld. be ch kad far to. wmbine locding with the fall-ing equalnn. Applied verifebl Iwtl Applied buricantol toa ved I. 0 Safe dkal load + Sofa horizonta) food S 15) For wmpaC. lintel heights ,at shown, use sofa load .Dom next I... height show. 16) Far 4.1.1 kn9lhs not ah... use aole bad from nest longest length sham 17) Sole facts are wpedmposed allowable foods. 18) Safe loads Dated on mlionol deslgn analysis per ACL 530 oval ACI 316. 19) Addlionol lateral food wpedly wn be obtained 6y Pe desig9ner by providing adddipnal reinforced waste ..,.,y ants (RCMU) b— the lintel .Sea sketch below: 1/ 2' CLR 4S8 MpEMBER OF CAe+ eaar SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDMONAL RFNFORCED CMO (RCMU) FULL COURSE 15RESAR FOR 8' UNTELS I5 REBAR. FOR 12' LINTELS or GR60 e 6U8 6F8 SAFE LOADS FOR 4" SOLID LINTELS 4CASTCRff' a GRAVITY TYPE LENGTH 4S$ 3'- 6' (42" PRECAST 1180 4'- 0' (48-) PRECAST 959 4'- 6- (54") PRECAST 789 5'- 10',(70") PRECAST 460 V- 6" (V) PRECAST 360 7'- 6` (90") PRECAST 260 9'- e (f 121 PRECAST 156 10+- 6'(12C) PRECAST 116 AS l • TE 12UB 4— uses UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'- 6- (42') PRECAST 687 371 4'- 0' (48•) PRECAST 597 320 4'- 6' (54' PRECAST 529 2.58 5'- 10" (X') PRECAST 407 148 6'- 6- (78-) PRECAST 366 118 7'- 6' (90 PRECAST 280 87 9'- 4- (112') PRECAST 187 55 10'- 6" (126-) PRECAST 152 43 12F8 12F12 121716 s i i h 3 * pgo- u- pROM rRR.v!St n ST • m a p4 a fish 13ulldmxC a TPc 4' a Q'.• / ,:<C/ CRAIG PARRINO 6324 CR 57901 cast.,. hs i4 L 3. c:3 lImlnu.ta a 3 MESA aded'.uh,Ju'c t C:onii,:; FL. RE. LE . N0.44%56 RILE: CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES FILL IUME: 08SIIg5-14 DRAWN syl XNAN Alli SCALE N.F.S. DATE: 3/24/03 CHOCKED Fly: CRAG PARRINO, P.C. - Ric. No, 44756 1 DRAWING: NO. LT4612 SHELF I OF 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS FnR nFPRF('asT]I JIuTFi A SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 4 -WI-4O M SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-19 6F12-1B 6F16-18 6F20-1B 6F24-18 6F28-18 6F32-1B S-6" (42') PRECAST 2332 2676 3892 5050 6148 7227 B297 9357 4'-0' (48") PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6- (54') PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10"(70') PRECAST 1067 1260 2198 3557 5734 7227 8297 IV 8225 6'4" (781 PRECAST 949 1078 1831 285C 4328 6737 8297 9357 7'-6- (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4" (112") PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6-(126-) PRECAST 503 566 895 1270 1706 2236 2898 11'-4-(136-) PRECAST 457 513 805 1133 1507 1952 2492 f280812'-O'(144") PRECAST 425 477 744 1042 1377 1769 2238 13'-4'(160') PRECAST 373 417 646 895 1170 1485 1852 14'-0"(168*) PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(208") PRECAST N.R. 299 455 620 794 985 1198 1437 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL. NOTE NO. 4 4MIT14—n SAFE LOAD PLF LENGTH TYPE 6U8 6F8 RCMU S-6- (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6- (54-) PRECAST 416 609 344 5-10-(70') PRECAST 300 350 198 6'-6' (78") PRECAST 263 496 157 7'-6- (90-) PRECAST 222 367 116 9'-4- (112 PRECAST 173 352 74 10'-6-(126") PRECAST 151 276 58 11'-4-(136") PRECAST 139 311 49 12'-0-(144-) PRECAST 131 277 44 IS-4-(160') PRECAST 117 223 35 14'-0"(168-) PRECAST 111 202 32t17'-4-(208') PRESTRESSED N,R. 130 21 I SEE GENERAL NOTE 18 1c_v_4w4m SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 6f8-17 6F12-IT 6F16-IT 6F20-17 6F24-11 6F28-tT 6F32-IT S-V (42') PRECAST 1412 2074 2715 3355 3997 4638 5279 4'-0" (48') PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6' (54") PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10"(7D") PRECAST 831 1222 1600 1979 2357k2763114 6'-6' (787 PRECAST 723 1097 1437W 1777 21172797 7'-6- (90') PRECAST 648 863 DnD4D1t49'-4- 1249 1544 18402431 112' PRECAST 575 571tin9801252 14921972 10'-6'(126") PRECAST 514 462Pn787 1121LI 1336i24 1766 I)'-4-(13n PRECAST 474 404tu1 685 985 n 12131E 1442 1645 12'-0-(144-) PRECAST 454 367t1 619 888 1093 a 1299 1506 IS-4'(160") PRECAST 402 308 516 736 906 v 1076 1247 14'-O"(168") PRECAST 368t 285E 475 6771 832 a 989 1145 17'-4"(2087 PRECAST 253 208tf, 338 476 585 693 603 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 G PAIy'•. CG. ENS O% 44 PRODUC('IU311V13BD SwIdi1h3 i.g M iCuu 1h tLc 19uriAa 1t uvei4 ' °S.o7 4 R I O •'- CCRAIG PARRINO C!` 6324 CR 579 Atiun tivactC j SEE GENERAL NOTES - SHEET 1 OF 3 L,fONAL ,"> SEFFNER,FL 33584 Allis" FL, P.E.UGND44756 RY . A EVISION N H I b K DATE 4 '" MBER OF 6 —CAST—CRETE 4 6" & 12" LINTEL SAFE LOAD TABLES OFM t aar PGNERAIREVISION51914 ", . on naji.g,as7s'', FItE RAVE; O35Ubb-II OWN 8Y; XMAN AAXAUD SCAIf: N.1S. FAS/ 11/03 CRECKED B14 [tA9RINO, P.C. - RED. NO, 44156 URA9990:80. LA612 SHEET 1 OF 3 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4-1-4-M SAFE LOAD - POUNDS PER LINEAR FOOT TYPE 12U8 12T8-28 12F12-20 12F16-29 12F20-28 12T24-28 12F28-28 12F32-28LENGTH Y-6" (42") PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (48") PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (54') PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10"(70") PRECAST 1612 2320 3218 5234 8487 11060 12755 1443!)„ 6'-6" (78') PRECAST 1383 1986 2679 4196 6421 10032 12755 1443$ 7'-6- (90') PRECAST 1138 1628 2131 3218 4676 6756 1 9763 1352$ 9'-4- (112 PRECAST 795 1216 1535 2230 3083 4167 5593 7552E 10'-6"(126") PRECAST 614 1043 1295 1853 2518 3323 4334 56321 11'-4'(136") PRECAST 518 945 1162 1649 2216 2693 3719 4746 12'-0-(1441 PRECAST 456 878 1073 1513 2020 2617 3333 4206L, 13'-4-(160") PRECAST 359 767 926 1294 1709 218E 2743 3409T, 14'-O'(168') PRECAST 321 7200 865 1204 1584 2017 2451 31061 17'-4' (208") PRECAST N.R. 451 0 631 to 881, 11411„ 14281, 1750, 2102 19'-4' (232") PRECAST NA, 343,4 477 D 700 O, 925 to 1152 1380 1609D IU THE NUMBERS W PARERMESIS ARE PERCENT REM 10NS FOR GRADE 40 FIELD ADDED WEAR. SEE GENERA. NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS 12" C-ST-C- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RW IM-2812RF10- 12RFI4- 12RF18- 12RF22- 12RF26- 12RF30- 4'-4" (521 PRECAST 2T13 68 7584 9640 11669 13679 15679 4'-6" (54") PRECAST 268 7584 9640 11669 13679 15679 5'-8" (68") PRECAST 155 6395 9640 11669 13679 15679„ 5-10-(70") PRECAST 1361 5954 9358 11669 13679 1557 V-8" (80") PRECAST 633 4415 6884 1035A, 12571„ 1480q T -6" (90") PRECAST"157 3494 5259 7922D, 96231, 1132q" 9'-8' (116-) PRE389 643 1451,1 2157 3203,] 44270 54171 6380h 1) THE NUMBERS W PAREHIMES6 ARE PERCENT REDUCTIONS FOR GRACE 40 FIELD ADOEO REBM. SEE GENERAL NOTE NO. 4 FOR 12" PRECAST U•LINTELS LENGTH 4'-4- (52") PRECAST 4'4(54') PRECAST 5-8" (68' PRECAST 5'-10"(70' PRECAST 6'-8" (80') PRECAST T-6" (90") PRECAST 9'-8" (116") PRECAST SEE GENERAL NOTES - SHEET 1 OF 3 MEMBER or PLF SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS C4>d4ff1P! SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12FO-21 12F12-21 12F16-21 @F20-2T 12F24-tT 12F28-21 12F32-2T S -6- (42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (48") PRECAST 2389 3721 4872 6023 1 7174 6325 9477 4'-6' (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(70-) PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78") PRECAST 1444 2269 2972 3675 4378 5081 5784 7'-6- (90") PRECAST 1257D 1767 , 2583,3194, 3806 D1 441714 5028 9'-4' (112') PRECAST 1028 11711,D 2006 259DI 3D87 3583 4079 10'-6-(126' PRECAST 920D 947 „ 76121 2281 27640 32090, 36531 11'-4"(136") PRECAST 8530 829 14040 19821 2441 2902, 3364, 12'-0-(144") PRECAST 814 7531„1 1289, 1788 2201, 2616 3032T„ 13'-4'(160') PRECAST 67841 633, 1057 14851 18261 2169, 25131 14'-0'(168-) PRECAST 622 D 5861,0 974 13650, 1679in 19930, 2309 17'-4" (208") PRECAST 434 l„• 427 ,,, 695 D 964 E 11821, 1402, 1623 19'-4"(232') PRECAST 366 j 370D, 593 817 D 1002T 1187P, 1372, 1) THE NUMBERS IN PARENKSIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REMR. SEE GENERAL HOLE NO.. 4 SAFE UPLIFT LOADS FOR 12" PRECAST w! 2" RECESS DOOR U-LINTELS c-4- SAFE LOAD -POUNDS PER LINEAR FOOT 295136921258;„ 14'-4' (527 PRECAST 11626 1205 13746 14806 15867 16928 17989 213 + 3458 12417,I 1 4'-6' (54") PRECAST 11558 12582 13602 14623 15643 16664 17684 784 1223611650D,1I 15'-8" (68-) PRECAST 11210 12042 12850 13658 14466 15273 16091 747 2129 11552,1 5'-ID'(70') PRECAST 11173 1984j 2769 13553 14338 15123 15908 602 1716 1170 6'-8- (80") PRECAST 10201 1538 2426 3114 3802 4489 5177 504 1438 914Q0 7'-6- (90' PRECAST 904 1226 D 2163, 2776 3390 4003 4617 355 1011 45 9°' ' 19;78' (11B-) PRECAST 7031 771 . 1472 2181 2663, 3145 362E NUMBERS IN PAREHDIESIS ARE PERCENT REDUCTIONS FOR G •- E N s" • 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 447 FROIDUCT ILF.VISUE) a «mwro8 .tu, (h. riorldn EAildi"g Cod. O' T E F 6324P A4_c ot,O3 mun/ o-aj/ CCCR5790R O BY k, ` OASS/ • ...... '\ ? 11 $EFfNEF1.S+1 38594 A .. FMimi E)nde Qy.dut , , F4444 , P. E.L1-liD:44756 utCAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES FILE HAVE: DB3UB7-14 ORAWX BT; 10HAtI AAAAUD SCALE: X.TS. DATE: 3/ 24/03 CHECKED BT, CRANU PARRINO, P.E. - AEC. No. 44756 1 ORABIN0; NO. LT4612 SHEET 3 OF 3 M IAM I,DADE MIAMI-DADE COUNTY a PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 209 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33t75-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) ww%v.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control, Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the. applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 Inch High -Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 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 shalt 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 ally 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 welt as approval document mentioned above. The submitted documentation was reviewed by Hr ylmy A. Makar, P.E., M.S. NOA No. 16-0126.03 M(AMPDAD COUNTY `' Z Expiration 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 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, P.E. C. • CALCULATIONS 1. Calculations fo.r Cast -Crete 8-inch, Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P, E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11111196, 45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo 94 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11113195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04125196 far #3 rebar by Ameristeel. 5. Mill Certifredinspection Report #84-M19614 dated 02129196 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01128196 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04105196 for 45 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03106196 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196 for 44 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for 45 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. ProducrControl Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for 95 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. 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 L of I, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 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. 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. 41 A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. .Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0:121.04 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 fi-oin Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/2112017 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 I. 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 014-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details" sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14,124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fr-orn 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. Ile A. Makar, P.E., M.S. Product Conteot Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS' 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. HqIWA. 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 TrPc •r rn+Rxs Au uus Ta' •4' st JIf ,LLL DiMLffDMl Llf mE •A• sluuDrf HIGH STRENGTH PRECAST AND --- w.29P' PRESTRESSED CONCRETE LINTELS -- e n' fi yr" e A- •L,;' ` ,i ,t Tx.c x r.:x'St?c aG'nIZ ; •{` nr• , a ui..i'ri. a.zJryls"!2, .'Y PRODUCT RUNRWE•D s,ful m mmplyip0 With the Florida 8widing Cndc D 1 AcF4pluum NO -olZi. Rj f : P-i NDrt DRLC a'roiictt31 UM[u ppFr LINTEL REWEO CINC CAGE EABRICA,ION LIOOFI fiR Rtc[u Dxi[ B7 nr 'A• aN+uPa me AT m. 1STrFLL 1D 8" PRECAST W/ 2" RECESS DOOR U-LINTEL 8" PR eT tLINTE A:_ERUaR=EQ_M-_LWU PRESTRESSED LINTEL REINFOR IN • A E FABRICATION IODEL 1+• 1_ '1 a all. n DTaiD to MTn , x9 e rnI[wu° s f7„v uasm,,,K pf` 4,- 8- ,/, a' fst al"ays y"v s TYPE "A" STIRRUPS a TYPE 7/32 U, O BAR[nSTIRRUPS B i 4" _ B LINTELS i 11n m"1' J''•L;"1' j - STIRRUP DETAILS STIRRUEP ND TAILS stem n.T.O. " . e Ip• 1 r ' r b" PRECAST Wl RECESS QpOp -LINT R $ PRE Q"A I},L 17NTFi' a p" a PRE51R [ 1- TNT L 8" PRESTRESSED U—LINTEL DATA 'TABLE 8" PRECAST U—LINTEL DATA TAU GENERAL NOTES; LSIjC VO UI,LC WilBS7 20-bi SPA&& Nu41P4PENGTNLEOT 14 -8 0,134 542 R 1 -7 S2 OAR 14 -6 4 O 3'-0" 9 15 -4 0.140 S67 2 OAR 1 -3- 32 OAR IS -2' 4A 3 -2" 1 9 1T-4 0.156 1 639. 7 32 OAR I 1 -3 7 32 B 17 -2 4 0 3-8" 1 8 19 -4 0.176 713 2 OAR 1- 7 32 19 - 2 9 21'-4" 0.194 787 7 S2 BAR 1 -3" 7/32 BAR 21'-2" 5 O 3'-B 3/4" 10 22'-0' 0.2D0 811 7 32 OAR 32 BAR 1 -3 7/32 BAR 21'-f0" 5 O 3'-to 3/8' 10 24'-0"'' 0.219 BLS I -S t8 -0 7/32 BAR 23'-10" 5 O 4'-3 1/e" 10 1 8" PRECAST W/ 2" RECESS DOOR U-LINTEL DATA TABLE LINTEL OVERGIRL LENO 5 VONI NEW 3117 io— NGTN II- eADIS 2' _8" 4'-4" 3'-0" O,OSS 1A6 t5 REBAR 0 7 32 BAR 3':T N A 4 S'-5" C-8" 3-4' 0037 i 3 REB 7 32 BAR7/32 BAR 3'-10. H A A4-0 5-8 4-4 0.047 790 3 REO&R- 51-01 N A 9 l -4" 5 -10 4-8 0.047 B 5'-2 N A 6 5- 5-4 0.05 33- 6 -06 -10` N ANA 6 B -0 9'-a. B -4" 0.078 L N L VO UT,41E YiEIGT STEE 3'- B" 0.032 l26 3 REBAR 3'-5" 7 52 BAR 3'-2"• N A 4 4- 0" 0.037 41 7 32 eAR J'-0" N A 4 0. 0 1162 i3 REBAR q'-5 7 S2 OAR' 4-2` N A 4. b - 4' 0.049 42 pEOAR 5 -3 7 32 BAR 0 A 6 b- IO 0.054 3 R[ AR B 32 B R 6 234 J REBAR 8.--1 7 32 RAR 6-2 7U0. 090 0. 069 270 J REBAR 7'-0" 7 32 BAR. 7'-2" A 8 9'- 4' 0.086 336 J REBAR 9'-3" S REBAR 0- 2 -0 e 0. 098 378 4 REHAR ID'-5" 3 REM to'- " 2'-0- 8 11'- 4" 0. OJ OB 5 REBARREBAR I V-0" 3'-0' B 12- 0" O.Ito 2 5 REBAR 11 -it 3 REBAR 11 -a 3-0 b 3'- A" 0.122 480 5 REBAR1 Is- - jf3 REBAR 13'-0^ 3 -0" 8 14•- 504 5 REBAR 1S-11 3 REBAR 13-8 0 8. AND IS RLDAR OFADL SO A51L1 A6IR1 SINCH DUIREO IS COUNTED SFARIIRO FRON EACH EN O DF THE RCWFO RCIXC CAGE: FOR OXAYPIE OIAYEIER 27OK51IAVF-RELAf4TI0N PRESTRESSING E SAtARD ASTN A418. - NO. OF STIRRUPS a 4. THEN THE R. OONCRETC SIRCHOIHS: 1'e sr 9000 PSI FOR 8' REINFORCNO CACE MODEL SHCWS 2 SIIRRUPS PRESTRESSED LIHIEIS: FD 4000 PSI FOR ALL I= EACH CND. PRECAST 8 INCH UNTELS. G. 2. 5 POUNDS OF POLTPRQPTLENC FIMRS PER S. INITIAL PRESTRESS PONCE a 0.70 R 1P'I. CU.TD. OF CONCREIC HAY OE USED 01 UCU. Or PRESTRESSED UNTCL REINFORCING CAGE 4 5TRIPPINO Si NOTNI PRESTRESSED TO RESIST UFTINO AND HANDLING FORCES. UNT TSS f AG E N s , , rnoDucr 11EwS1:Dr ,,. 1J 07"' + ` AB ra,l<c ND lQ•- o OS .0 o: /Y'/ 5if8/' jfH 4 IA;, vAIoP zotc f CRAIG PARRINO Irj q 1, 41j W24 CR 579 N.lSnil u l duci bnt 1^ TNi3 PROPRIETARY INFORMATION R PROVIDED FOR PRODUCT APPROVAL. 11 IS - PROIEC7E0 BY COPTRWHT LAWS AND CANNOT BE REPRODUCED OR OISTRIVVrEO GiSs •' I: c G t,. SEFFNER, FL 33584 FL. P. E. LTC. N0.44756 WITHOUT 1NEPRIORWRITTENCONSCHTOfCAST-CRETE USA, INC. IPP 0) yAL E+1T{y 4 H,[ >I` ; f:7A:7:1 [[H..UISIe)7.1 iI E :7L••I:i ;_ ' e Hq Df' • tf:iCH:Li.PtLll E f:'L•)•f d' :1d/Rf {• : ( I lLd,l;\„. LIl'Y'17II:i>rR 1y4:]>rtS.7Ji[H:P iYr . • `/ • ' f.1\[ HSI[ES11:14Jd11it1''/67Itl [i `I 1ti SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS p) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE N0, 4 ON SHEET 3 OF 3. SEE GENERAL NOTES - SHEET 3 OF 3 OF SAFE LATERAL LOADS FOR 8" PRECAST & PRESTRESSED U-UNTEL6 asw jsAcmV SAFE LOAD PLF TYPE LENGTH 8U8 SFB RCI4U 3'-S" (42')' PRECAST 1025 1024 15913 4'-0" (48) PRECAST 765 763 1309 4'-6" ,(54') PRECAST 592 591 1073 5'-4" (64') PRECAST 411 411 745 5-10-(70-) PRECAST 34D 339 616 V-6" (78) PRECAST 507 721 490 T-6" (9n PRECAST 424 534 363 V-4" (112') PRECAST 326 • 512 230 10'-6" (126') PRECAST 284 401 1 180 11'-4" (136") PRECAST 260 452 154 12'-0"(144") PRECAST 244 402 137 13'-4'(160) PRECAST 217 324 110 14'-0' (168") PRECAST 205 293 100 14'-8"(176)PRESTRESSED N.R. 284 91 15'-4"(184') PRESTRESSED N.R. 259 83 17'-4-(208') PRESTRESSED N.R. 194 64 19'-4" (232) PRESTRESSED N.R. 148 52 21'-4-(256') PRESTRESSED N.R. 125 42 22'-0-(264") PRESTRESSED N.R 116 40 24'-0' (28B") PRESTRESSED N.R. 91 33 RAPP I IPI IFT 1 nADS; MR 8" PRECAST & PRESTRESSED U-LINTELS 4E:4g57+Is4.1'q SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH am-11 era-zr eLt 9F12-27 8F15-tr eFls-zT 8F20-1T eFzo-2r BF24-IT eF24-21 U28-11 6F2e-2i OF32--1T eF3z-2r 3'-6' (42') PRECAST 1569 2655 4 4394 5263 6132 7001 1569 2655 3524 4394 5263 6132 7001 4'-0" (48) PRECAST 1363 2305 3080 3a15 4570 325 607D 1363 2305 3060 3815 4570 5325 6079 4'-6- (54) PRECAST 1207 2040 2707 3375 4043 4711 5379 1207 2040 2707 3375 4043 4711 5379 5'-4' (64°) PRECAST 1016 171 n 2276 2M 3399 3961 4522 1715 2276 2838 3399 3961 1522 5'-10"(70) PRECAST 1567; 2 2593 3107 3620VID 1567 20801 2593 3107 36208'-6- 7n PRECAST 1407 , 1B6 , 2329; 27900 325f 1407 IUB 2329 2790 32517'-6" 901 PRECAST P727 toes 1624 , 2025 2426 2827 n 1224 1624 2025 2426 28274'-4" 112) PRECAST 708 n 1136 1474 1815 2157 . 862 1318 1643 1969 2294 126') PRECAST 575 916 1188a 1461 1736 2011 695 1 1150 a 1472 , 1753 v 2065 2346 11'-4'(136") PRECAST 474 60D 1037 1274 1513 1753 a 494 10421n) 1372 0, 1643 , 1915 p 2187 , 12'-0"{144) PRECAST 470 724 33,3n 1153u 1369 ISM , 470 940 i 1302 , 15600 f81 a 2075 13'- 4"(16D') PRECAST 418 u g 607 745 966 z 1143 i 1323 , 420 780 1159 1416 16 1897 14'- 0"(16B) PRECAST U4 , 560 724 889 » 1054 n 1210'410 717 1063 1358, 15a2 1807 ,14'- S"(176") PRESTRESSED 239 eat 520 572 825 97E 11311,41 246 395 1 863 - 930 I 1303 n 1518 1734 1,41 15'- 4"(184") PRESTRESSED 224 313 j.1 486 27 762 t.1 911 pa 1054 230 358 16 J 006 1240ml 1460fm 1668 txl 17'- 4" (208') PRESTRESSED 187 A 263 n 405 no 521 an 638(, 7561m 673- , 192 1 306 1 506 al 740 f, IMhal 12711,oi 1473 Dal t9'- 4'(232) PRESTRESSED 162 229 346 447' 547 647 747 ml 166 283 429 - 623 ,0 841 a 1959 1227 Do 21'- 4'(256-) PRESTRESSED 142 204 ,• 307 393 , 48o n 5se „ 655 „ 142 232 373 537 n 721 a 905 1018 22'- D' (264) PRESTRESSED 137 197 (' 295 3 99. 462 , 546 , 630 137 223 356 513 , 658 a 063 fn 999 am 24'- D'(2B8') PRESTRESSED 124 170 267 342 416 n 1- 5a7 124 102 319 455 ; 606 757 878 SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. U) THF;4b t PROD. 1 UCT RPNI'WF]3 V CEN 1din, Coda8d owith the Florida Ac'nu a POu,cc No -O O 7 tENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 GENERAL NOTE NO. 4 ON SHEET 3 OF 3. PttODUCI' R1iV160D MPlY"g with llw 10oNda Bu9ding CbdeIC + AtteplascNn /, p 2 TE F y CRAIGPAFIRINO Tt811onDala Z/b Miemi Doduci "• r•'• 6324 CR 579 BY/' f Q sORtOpj\` SEFFNER. FL 33504 94c1iaory`' FL. P. E. LIC. NO,44756 r: `3 v° t „ ,' k,""uin,a c_ "' - 1+ ` Aanµt44 ME: • CAST- CRETE 8" LINTEL FABRICATION DETAILS ME 8A9E1 085801-I1 ORAYB IY; R/,1c PAARVlO, rL - R[a R0, 14756 SCALL• NOT TO SCALE DAM. 05/ 07/94 CHECKED IT: CRRC PA24190, rL - 9CO3 K0. 41756 OAAMVIO Ha 108 S8[C1 2 Ol 3 I SAFE GRAVITY LOADS FOR 8" PRECASTw! 2" RECESS DOOR U-LINTELS Cass-Ar7rd9 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 8RU6 8RF6-OB BRF10-OD ORF14-03 OW18-011 W22-011 BRF26-00 BRF30-08 8RF6-IB MIO-18 eRF14-I9 BRFIB-I8 6RF72-111 BRF25-IB 8Ri30-18 4'-4" 52" PRECAST 1635 1749 3385 3280 4349 5421 6493 7567 1891 3699 5206 6539 8060 9479 10893 4'-G" 54' PRECAST Iggq. 159e 3963 2992 3968 4946 5924 6904 1756 J699 5206 6639 6060 9479 10093 5-8- (58' PRECAST 865 920 1770 1716 2277 2839 3402 3966 1.167 2481 4567 8389 6060r7239 931V 05'-1D"(70") PRECAST 81p 659 ISS3 1600 2124 2649 3700111323424242663960608706r b'-8" (8D°) PRECAST 797 901 1825 3120 5D48 7747 7360 Sol IB25 3120 5048 7915 1059 7'-6" (90") PRECAST 669 755 1490 2459 3775 5743 5623 755 1490 2h69 J776 5743 19899'-0" 116") PRECAST 411 465 999 1568 2253 3129 3148 526 999 15S8 2253 3129_589 e SAFE LATERAL LOADS FOR Fw ORFfTART vr79" i2CrRCC nt)nR I IMTRI C ea /4A VV`"''"'•__''MM SAFE LOAD PLF LENGTH TMP8 8RU6 8RF6 RCMU 4'-4` (52") PRECAST 75B 757 1164 4'-G" (54") PRECAST 694 693 1073 5'-8- (68") PRECAST 408 407 655 5'-10-(70') PRECAST 382 381 616 6'-8- (BO-) PRECAST 595 788 464 T-6' (90'7 PRECAST 509, 674 363 9'-8' (116' PRECAST 370 490 214 O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 4D « SEE GENERAL NOTE 18 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 OENERAL NOTES Q m.W.1a: 12) IWO. are mapp faokrod 0h 5-1/2' Iona notch., of lbe end, to ocmraodok xedk4l. cd rdn7adng and 1•c 8' praoasl Inlet = 4000 PA grmling. 1'. Pr t—,I 9AW ' 6900 P,I re No, - woo psi a.ty mtmum 3/8 I,h og4ryota 13) Iha axI.ft aud.o d 6nk1, imt hd In atcda macro. mo,avy o9, shd hero a —6.9.1.tome eFpu d-in —'Once 1h A51u C-926 w Ww epp—,j norm. le rnosonry ueh ICI4U) P. ASTU C90 r ith frrlUmam .1 oleo rnnprez,rce sien9 1900 wt rckr pef.AS'IM ABIS Gode W 14)..Unlob Inoded sindtaneou' the rerlkal (gmnlr a rpMl) and hodu,ld (Iolsrd) Ind. M Iu dxckd per the load'nq dth 1M lollcntnqq-,.-I sng ,frond ppecr ASIN AM Grode 270 1 .W4ran at cambincd equollorc mortar pp: CT70 Typo. M or S AWW —r..4 lead App6,e he i.-Ld Ioad S I.D 2) AN sole bed kbin bue4 on Diadmum 4 imh na,ad 12eT. FSLs92 d6 Sole loads 1. Wd typa VA eod 8WW meat be ttd—d byy 28R If bearing length In lass 11- Sore r.8caf loud Sale hon,mtd bad 15) For composite MW ht*tnnotshorn• roe. safe Mod from next 1— hdghl ebdn, 6 1/2 1" . IS) For Intd Iagihs pal ft n, .11 .to loud Dan mint bugnt Iengih sbaea 3) Pmido IW norlar bed and MAd jdnts. 17) Sole bads .1..uP.Otnt ul a9omMe boas. 4) The numb. in p—dhab indlmle, the Pere., red-U-•for grad. 40 sdd Wded ,b.. IB) Sei• bad+ hosed onw0ond da,lgn amtpia par ACI 630 ..d AP 716 liq,,IG 7'-6' Wet BF32-18 W. 6y04y toed - 6472 WI 19) Md1i'aal toter1 load mp4oly. can bo ablatned by Ow daiyner by proofing eddAonale/ LSE rcdu{Nod -0 6/Y L.85} +• 5591 pll ic7dorced cmarate mesa" ends (RCIdU) obore the 6ntef. ce ealch beiow:.. 5) M Inkels meal or eu.a Y360 ddmt. FiLL9M48: Pre,Due isle typo BF8 17'-Y and longer mui, or aaad, 1/1 ddkcllae. U,e is 6mded to mdi;.. M.Ikq the FbWo Bdding Code scatimns 16043.1 m w1k ble 6) SIW4 68ed Fudel, as «quire.. 7) One j7 rekr m.y be eubstiMid la lao 15 reba fl) Imla]slioaJaUoehme, of Enid moat mmp7 ddN Iha aeliteckrd and/er .rude. domewnln. 9) 1M duignaf m.y, arotuais emcenWed Inds from IN W. load lu•r.. by doUcolcrg the minimum re,Gliaq tna0u:nl .,d ahem of d-cumy Isom the kc. of qp.1. 10) N.R. - Rol Rated 11) Bollom lieM added rakr to ire locottd d the bottom of lho Into eadty. 1/2' CUR T SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4c-T Aalra SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8RF6-IT 8RF6-2T BRF'10-ti BRFI0-21 8RF74-IT W-14-21 BRFIB-11 BRF18-21 BRf22-17 BRF22-218RF25-2T BRF16-ti BRFJO-71 BRF30-21 4'-4". (52") PRECAST 905 1568 2382 30se 3751 5140 905 1688 2362 3056 3751 4445 4445 5140 4'-6- (54") PRECAST 857 ISM 2272 2939 3607 4275 4943 867 1604 2272 2939 3607 4275 4943 5'-8" (68") PRECAST 675 1269 m 1797 2326 2854 3382 391I 675 1269 1797 2326 2854 3382 3911 5'-10- (70") PRECAST 55 1207 iy 1746f1, 2259 0 2773 1, 3286 Ir 2799 q 655 1233 1745 2259 2773 3286 2799 6'-8" (80) PRECAST 57D 929 1530 1980(, 2429 a 2879 r 3329 r 57D 1D80 1530 1980 2429 2879 3329 7'-6" (90") PRECAST sob 7az ;, 13641 1765DA 2166 a 3567 29680s 506 898 1364 1765 2166 2567 2968 9'-8" (116") PRECAST 395 468 , 884 1222 s 1540 1859fis 2180 n 395 560 7072 1386 1701 2016 21J1 Oj) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION 8Fa 8F12 Sft6 F - F F1UE1D hQ. ORON f U - U91BAR WD SOMA OFLIHIEL CAI4IT s' 8F16-1 B/17 NOMNAL mom-i I) L oLm76'r op )5 RONDW. ROW J IEIM AT 70P SEE SAFE LATERAL LOAD a TABLES FOR LOAD RATING BF32 BF2g . FOR EACH A1HIMONAL REINFORCED CMU (RCNU) FULL COURSE PRODOCT REnWef) m c Pfyim6 with the Florid, p5 REBAR E).A4;ng Code 10 or GRGO o12+i. a FWN. REBAR OPREO'0 7-I/2' CLUR t, s C.N.U. GROUT s j5 RE8/R AL 80110M OF LWQL OAN17 rAa I 2 7.g 8" ACiWl BOTTOM REINFORCING JOE0 LN UNIEL e' NOMINAL woo f • 7t ._ CRAIGPARRINO P•' \ 6324 OR 579 G•4 SEFFENER. 133584 F Inir- a Rr • n d 43:t1 9fYCi s 4f rT1L77 !4"' 1. L\[4A 7 • .19 7.•1:F37iRIT. ifFfX!L617 "' ' I.\(LIIJI 7il t77f I a s YL1lUi [i`YieC! ® "" r \' r PRODUCFILEvlsr3) RuddPIy7r+e sxiW the Phv14nECbde AcoePkOco N" 14 Ckp7nulan Uelc': ° z 6 1%""r urlaq'1'f fl Onllra `. M IAM 1-IIIAIIII-DADE COUNTY e DADB PRODUCT CONTROL SECTION DEPARTI•IENT OF REGULATORY AND ECONONUC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADIIINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) mnv.miamidade.aov/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 (late stated below. The Miami -Dade County Product Control Section (Iri Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411,611 & 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 Parr•ino, 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 Par vino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING; Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade CO* unty 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 peri;ormatrce of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA No. I4-0903.03QMIAM&DAUffiECOUNTY --'" `.'" '(..= 'E "`'- G %I %` Expiration Date: 09/11/2018 t Approval Date: 10/09/2014 Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-060.5.04 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P. E., dated Alareh 24, 2003 and Dra-wing INV LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables`; sheets 1 through 3 0l'3, prepared by Craig Parrino, P.E., dated fllarch 24, 2003, last revision #1 dated April 28, 2003 both drawings sighed and sealed by Craig Parrino, P. F'. B. TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled Afodels, total of (13) concrete lintel specimens, per AST11 E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Hamon, P. E. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared 41r Craig Parrino, P.E., signed and sealed b.y Craig Parrino, P.E. 2, Calculations for Cast-Crele Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrirro, P.E. D. MATERIAL CERTIFICATION: 1. Qualio, System Manual for Cast -Crete Alachine rllade Precast Lintels revised on 11a.1 1, 2002. 2. Cast -Crete QualihSi)stem lllanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details ; sheel I of 1, prepared by Craig Parrino, P.E., dated rllarch 24, 2003 and Drawing Aro. LT4612, titled Cast - Crete 4'", 6" & 12" Lintel Safe Load Tables", streets I through 3 of 3, prepared bi, Craig Parrino, P.E., dated 1farch 24, 2003, last revision dated rblcrrch 11, 2008. B. TESTS 1. None, C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By tt Band -Dade County Building Code Compliance Qf ice. E. MATERIAL CERTIFICATIONS 1. ] lone. i i i it Hetidiy A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiratiou Date.: 09/I1/2018 Approval Date, 10/09/2014 E- 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBrvHTTED UNDER PREVIOUS APPROVAL # I2-0209.12 A. DRAWINGS 1. Drawing No. FDd612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated tlfarch 21, 2003 and Drawing No. LT=1612, titled "Cast -Crete f ", 6" & 12" Lintel Scife Load Tables", sheets I through 3 ol'3, Prepared by Craig Parrino, P.E., dated 11'lar•ch 24, 2003, last revision dated 1fareh 11, 2008, all signed and sealed by Craig Parrino, P.F,., on 11arch 22, 2012. B. TESTS 1, Norte. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE I. By jLliaui-Dcrrle Cotatly Department of Permitting, F.rtvironnrent, and Regulcrtoty,lJfairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter Acorn Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. d. EVIDENCE SUBiVI1TTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1 None. C. CALCULATIONS 1, Alone. D. QUALITY ASSURANCE 1, By Altatni-Dade Cotrrtty Department of Regnlilmy and Economic Resaurces (RER). E. MATERIAL CERTIFICATIONS 1. Norte. gi ny A. Makar, P.E., YLS. Product Control Unit Supervisor NOA No, 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E - 2 Cast -Crete USA, Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing 1Vo. FD 1612, titled "Precast rn d Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated Alarch 24, 2003 and Drawing tNro. LT,1612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated Afarch 24, 2003, last revision dated June 12, 2014, all signet/ and sealed by Craig Parrino, P. E., on rtugust 19, 2014. B. TESTS 1. None, C. CALCULATIONS 1. Calculations, for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By jUianai-Dade Cormh, Department of Regulatory and Economic Resources (RF,R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter front Cast -Crete USA, Inc., dated flugust 19, 2014, .signed and .sealed by Craig Parrino, P.B., certifying compliance ivith the Florida Building Code, 2014 Edition. Hel .. Mat{ar,11.r"" M.S. Product Control Unit Supervisor NOA No. 14-0903,03 Expiratiou Date: 09/11/2018 Approval Date: 10/09/2014 E - 3 AST-RETE® HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS L2• PR .AST U- W L 12• PRECAST r/ 0• RECCSO b QR U-LIMEL 6=P -ST -LINT 1 • epl0 URIC, A' SHRRUK Ar ' 31I \ S1L0. AS 3CMRWLLO f 'R' efi a,K T DDU L 1• n 4" SOLID LINTEL r)ATA TARI F f}fxTT fiiG E'>a[51rk)lif:x'E:f E3Q7i 6" PRECAST U-LJLJTEL DATA TABLE 1 i E V=EMMULKVETvtaon a D a rrsLSP.Jrf 7r/EiilEir 8?i©ll ffvm 1r®Z'ar'Fsf EM.. rrl mL1® Ew11fFf7s rllSiL:iIDi ifffl/J7rfa!>imu ma'ar cn ar.l rr.>arv er.vto rF7Sib31F>a rF'[9B n>,t rta..aalalrrIIatram+l r rF$®®f Ffir><;TRcavpmp 12" PRECAST U-LINTEL DATA TABLE i11[i7tSiftf 7Zi ti[f:fiill.Slil•IIJ Ef."'.._ mrDTsfE?Ell®mno wma rarta m, omiv r m lmao r Ia raiF.rrL rti,rawrr,Eratya r ml marrx v pro rrSt! iF/Et IIG i arm r rnTm rra3sr:n a P,E 1,:,r3eta ro iE'RiEi rFI11U..,7 7 E 60 t Zli::iltfrca:umm E3QSorLsmmmiriamimaero lmm6SLf9[PU_ Q)i iE7C- 7 F,T'{7{f Y ff'S'IT'SirTNlra- 7DS AL7•EilT.l]I,1 S/lilii LR EN E3 iEF7i61®®®F)®'Sl mlf O, iE7 l Cliri:iPk91t c yyclar rsRa •ua3 vR1.-E . rrao E'EUFS. r1©Ci C7l, RE3GSiH]C'Hl1QY VRs7ai7RT$0 uarrf.E:e tr'zTn[.Tas crn RR'.d.>t x7ra E7LD1:TC7f36i11WS,,Vt i'S ES3 9 lif rY iL itlSS l[Fi E3 O L49MDER OF f(-, J/ MuaawE TYPE IV TYPE "A"_STIRF 6" & 12" PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL R 19[A[R 013.- 1 C' PRO'AIRART URVRLATION IS PROMOEO "' PAOOOGT APPROIVAL R 13 IRO'IECTEO AT COPYRIGHT UWS AND CANNOT At REPR000CE0 OR DISTNIRUTED WIIItOVt THE 'Ma WRITTEN CO EW OAST-CRLTE USA, ENO. 1. R[1NfORCINO SIEEU T/3E AM A .1.1 ET• Et, A%D F] REAM N. SIRv'IKO STAENRINI a ANO IR INCH UMCI'• • — - WE 50 ASw .11 S. NOR THE TDTAL "WEA Of SPRRUK R,p .ARE COUNTER SGRTYIO R. OON M STRRHONL 1'• . E000 PR1 FOR ALL E DIC.M MP 1A WIN FROM EACH Do W TNC AEWIORCINO UCO MX ER.M - NO. Of RECAST IJNI T E.. SOOC PU fCA -N IORECS sm.. • a• i11EN US RWOWNO CACE fARAKAAON YODEL ENON3 3. Ono. SEESNRLL RC CM RACK ONE MCN f0 RC ELUSH W11N CADS 2 SARR.' FRDY CALM ENO. ON R ANO it WM U.C. A " AIIU'PWO FRO. im. CEN • O r ylEonucr Htwst:F.T tl mInDl Pink IrI11A ihi Pla:iJG 0. 4 1. 17Y ; .k Fnala+ mac JD 03.03 ADEcpYuxmNu1rG____.7 umDogi p;• S T OF • ` jXpilT,tiuD yr-Z'ol CRAIG PARRINO riS • O R OD 6324 CR f, l.0 1 G 579 ON C r, E+`,,, FLEP.E. L C. 034476 PRECAST AND PRESTRESSED LINTEL DETAILS rU ILWC: ORSO8E-1/ DRAMI BY: IOHAN AANAUD SERIF: AS SHOMN DAIE. 3/N/03 CHECKED RF: ODA10 M muo P.F. DFAML r0(612 SHEET: 1 01 GENERAL NOTES I) M.crles: Fa 4' Precast 6ntal - 3000 psi I'c 6' a 12 yyrescant Ertel = 6W0 Ps' c grout 300D pci with maximum 3//8 inch aggrayofo concrete noconry unite (CIiU) ppee AS11J C90 with minimum ncl area comp—. a4cngAA - 1900 Psi mbar per ASTM A815 Grade 60 mortar per ASTM C270 type IA or 5 2) An safe Isad tables based on minimum 4 inch nominal Cea.Dg. Es,-U p; Sol. lands for lintel GU8, 12118 :end 12RU5 most he reduced by 20A N b... iaq length Is lass that 6 1/2 inehes. 3) Provide fall mortar bed and head Joints. 4) If. number in parcnihasi, Induce- the percent rcductiao br geed, 40 6eid added « bar. q9w/ 14% r dudion2+ 1428 f (.81i) °y12288 of 11281iq 5) NI IlAol. meet or exceed L1360 deflectiop. F-plion: lintd types US @ MIS 17 -4' k longer meets or exceed L/180 deflection, Use 1, Dmited to -At].. mesvtvgtg Iha Florida Building Code Section 1604.3.1 oa appk I.. 5) She,, Idled linfels as required. 7) 4' slid Nnle13. lu be inslolted w/ 4' d'munion hmizantal and 8' dimcnslon -11-1. 8) Ind lbehmri al lintel must comply with theogoon/alMIocumenta. achileclural 9) the dwV.or may evaluate coacmlraled loads from the cafe bad tables by calculating the minmum resisting moment and shear A d-owcy from tho fees of support 10) H.L. - Not Roled 11) 8oltom field added rebut to be looted of the bottom of the finial coply. TYPE 0175MNATION EEE--- r .rum e!sr ooul / u - ,scrum 12F16-2B/2T Aavax ew,J J LatAvmvar, ra,ou+ wan wx AT i 11, a n U) Aaria I'm of Mw I') praranlD rte. e' IINm3 UA u+ r..rE - sr. a Is rsrvA sr loP nx D1 fNl,ro ra Ili ssvms U) etwan law w ,miss 1 / 5 'ACTUAL noes aaaaun hmcom M " Ouca) 12' NOMINAL YADTH 12) 6' d: 12' Lintel, are n.radaclar d ith 5-1/2' long patches at the ends to accomodate sxHical ceN-reinlor6,ig and grouting. 13) The miarior surfoae of finials instated in exterior concrete mono( walls shelf have o coollng of stucco applied in accaudance with ASTH C-226 ar alher aptumad coating. 14) We, loaded simusan". with rer8aoi ((grwoviRyy or upHIQ end horizontal (lateral) leads should be chocked far the mmblnad bedng with the fellowinq equatore Applied nrfcal bad Applied herizontol load Solo wj*ol Wed + Salo horizontal bad i IA 15) For composite Ilnel bdghts .not shown, -sofa bad hom ..A W.. h.41A shown. I6) For lintel I..*, not shown, Lae safe load from nest lengest Imglh ahowa 17) Safe foods a,e auperimpwal allowath loads. 18) Safe loads based an rational design analyim par ACI 530 o-A ACI 318. 19) A4d0ono1 let erai load capacity can be obtained by the designer by providing additional nfaead cowusts .",y units (RCULI) above the 6ntst See sketch below: 1/2' CLR no. 4S8 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDHIONAL REINFORCED CMU (RCMU) FULL .COURSE 15 REBAR FOR 6" LINTELS 15 REBAR FOR 12' LINTELS I or GR60 BUS 6F8 r Man r SAFE LOADS FOR 4" SOLID LINTELS 4-4-en GRAVITY TYPE LENGTH 4S8 3'-6- (42 PRECAST 1180 4'-0" (48 PRECAST 959 4'-6" (54") PRECAST 789 5'-10-(70') PRECAST 460 6'-6" (78-) PRECAST 360 7'-6' (90") PRECAST 260 9'-4" (112'1 PRECAST 156 10'-6-(126') PRECAST 116 12UB Cwsr-Caen UPLIFT LATERAL LENGTH`` TYPE 4S8 4S8 3'-6' (42") PRECAST 687 371 4'-0- (48-) PRECAST 597 320 4'-6" (541 PRECAST 529 258 5'-10' (70-) PRECAST 407 148 6'-6" (78') PRECAST 366 118 7'-6' (901 PRECAST 280 87 9'-4- (112-) PRECAST 187 55 PRECAST 152 43 12F8 12F12 12F16 1751 mom 12F24 12F20 PROL)LICT REVISIn3 complying "4'h m etas 61 Li wilding Cwla Aax>:plancc M,s l4 8 jlrwtiun DrJc , j/ _ 7 R MEMBER OFU3 m CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLESe co ENE N.UIC: OBSU85-IE I OYAWN BY: JOHAN /RIUDD SCALE N1. L5. ltf-!L""ed DATE: 1/2//03 CHECKED DT: CWC PA91tIN0. P.E - NEG. R0. 44756 DRAHING:H4 LT4612 SHFfI I OE ! SAFE LATERAL SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS FnR 6" PRFCAIRTT 111.1 1NCTF1 C SAFE UPLIFT LOADS FOR 6" PRECAST U•LINTELS 1c_wr_4_" SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-18 6F12-18 6F16-lB 6F20-18 6F24-18 6F28-18 6F32-1B S-6- (42'1 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (48") PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6" (541 PRECAST 1654 1887 3633 5050 6146 7227 8297 9357 5'-10"(70 PRECAST 1067 1250 2198 3557 5734 7227 8297 822504 6'-6' (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6" (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4" (112-) PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6"(126") PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4'(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-O'(144-) PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4-(160') PRECAST 373 417 646 895 1170 1485 1852 2285 14'-0'(168') PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4"(208') PRECAST N.R. 299 455 620 794 985 1198 1437 O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 1r SAFE LOAD PLF LENGTH TYPE 6U8 I 6F$ RCMU S-6' (42'1 PRECAST 587 1055 596 4'-0' (48") PRECAST 487 787 445 4'-6' (54") PRECAST 416 609 344 5-10' (70') PRECAST 300 350 198 6'-6- (78') PRECAST 263 496 157 7'-6- (90') PRECAST 222 367 116 9'-4- (112') PRECAST 173 352 74 10'-6-(126.) PRECAST 151 276 58 11'-4-(136-) PRECAST 139 311 49 12'-0-(144-) PRECAST 131 277 44 IN-4-(160-) PRECAST 117 223 35 14'-0-(168-) PRECAST 111 202 32 17'-4-(208') PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 4-4_" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-IT 6F12-17 6F16-17 6F20-IT 6F24-1T 6F28-IT 6F32-IT S-6" (42") PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48') PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6" (54') PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(70') PRECAST 831 1222 1600 2357 2736 3114 6'-6" (78') PRECAST 723 1097 1437112117 2457 2797 7'-6" (90') PRECAST 648 863 1249 n4ww9'--4' J1777 1840 2135 2431to H21 PRECAST 575 571 980 1492 1732t 1972 10'-6'(126") PRECAST 514 46211n 787 rn 11211 1335 1551t 1766 11'-4'(136") PRECAST 474 40490 685 985 12131 1442 1645 12'-0'(144") PRECAST 454 In 36701 619 888 tic 1093 1299fix 1506 IS-4-(ISO-)PRECAST 402 (14 308" 516 736 906 1076 12471 14'-0'(168') PRECAST 368 285E 475 577 832 989 1145 17'-4'(208") PRECAST 253 208 j 338 476 j 585 693 803 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 O • ENS O 44 ro: T I,F o • lei aRODUCf iwvlS,D LI Iladt^A'""I w11A Nye Flu id 118 Code vvi ntt)xe'o e3.u7 T•. ( . CRAIGPARRINO art 9 , RID .•' G0 0 6824 CR 579 Miu"" !T"ua4i'icrfit' -'.mil70NALd-"* SEFFNEKFL 88584 FL PC I. G NO-44756 NO RYI REVISION o M MBER OF k f CAST--CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLESJnV4 M HA i 03 C REVISION 6 19 14 THE mr: O0SU86-14 04 BY; J014N AP1LLU0 SCRLE: S. w DATE. 3/24103 CNECNFO BY: CRAIC PARRIN0. P.C. - REG. NO. 44756 ORT.. N0. L74612 SHEET 2 OE 3 LATEL SAFE GRAVITY LOADS FOR 12" PRECAST U•LINTELS FnR 449ERFrr'AgT 11.OiANFI c SAFE UPLIFT LOADS FOR 12" PRECAST U•LINTELS 4M1A SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 12U8 12FO-28 12F12-28 12F16-28 12F20-20 12124-211 121`28-28 12FS2-28 S -6" (42') PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-C" (48') PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (54") PRECAST 2396 3464 6304 7619 9352 11060 12755 1443E 5-10"(70') PRECAST 1612 2320 3218 5234 8487 11060 12755 14434,, 6'-6" (781 PRECAST 1383 1986 2679 4196 6421 10032 12755 1443AI, 7'-6- (9D') PRECAST 1138 1628 2131 3218 4676 6756 9763 13524 9'-4" (112") PRECAST 795 1216 1535 2230 3083 4167 5593 7552( 10'-6"(126") PRECAST 614 1043 1295 1853 2516 3323 4334 5632 ll'-4"(136") PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0'(144") PRECAST 456 878 1073 1513 2020 2617 3333 4205, IS- 4'(160-) PRECAST 359 767 926 1294 1709 218E 2743 3409(, 14'-0"(168") PRECAST 321 7200 865 1204 1584 2017 2451 3106( 17'-4'(208') PRECAST N.R. 451 631 C 881 L„ 1141R 1428p, 1750(" 2102 l9'-a" (232") PRECAST N.R. 343, 477 P, 700 T„ 925 w 11521n 1380 1609 F) THENUMBERS W PARENTHESIS ARE PERCENT RFIMPUNS FOR GRADE 40 FIELD ADDED RERAN SEE GENERAL NOTE ND. 4 SAFE GRAVITY LOADS FOR 12" PRECAST W12" RECESS DOOR U-LINTELS Cw rn+iNn SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU6 12Rf6-28 12RFI0- 12RFI4- 12RFi6- 12Rf22- 12BF26-2 12RFSO-21 52') PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'- 6- (54') PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'- 8" (68 PRECAST 1347 1541 3555 6395 9640 11669 13679 15671 5- 10'(70') PRECAST 1259 1758 3361 5954 9358 11669 13679 1567) 6'- 8" (80") PRECAST 924 1430 2633 4415 6884 1035Aj 1257111 1480Q 7'- 6" (90") PRECAST 703 1203 2157 3494 5259 79221„ 9623(, 1132) T- 8" (116 PRECAST 389 843 1451a 2157 3203 4427N 5417L 636004 1) THE NUMBERS IN PARENTHESIS ARE PERCENf REDUCTIONS FOR GRADE 40 FIELD ADDED REBAk SEE GENERAL NOTE MO. 4 ic— c— 1rSAFE LOAD PLF LENGTH TYPE 12U8 12FB RCMU 3'- 6" (42') PRECAST 1295 4841 393 , 4'- 0' (48-) PRECAST 1295 4841 299 4'- 6- (54") PRECAST 1049 3922 2417 110 5'- 10-(701 PRECAST 681 2547 155 6'- 6- (78") PRECAST 579 2167 1234D4 7'- 6" (90-) PRECAST 474 1771 9140 9'- 4" (112') PRECAST 355 1326 560, 10'- 6-(126') PRECAST 306 1143 454g 1l'- 4-(136') PRECAST 278 1041 388(, 12'- 0-(144") PRECAST 260 971 345Pn 13'- 4-(160') PRECAST 229 857 278 14'- D'(168') PRECAST 216 809 251D 17'- 4- (208') PRESTRESSED N.R. 1 633 162P0 19'- 4-(232") PRESTRESSED I N.R. 1 53464 130, JCL U LRNI. .VIL 10 SAFE LATERAL LOADS FOR 12" PRECAST wF 2" RECESS DOOR U-LINTELS SAFE LO, PLF LENGTH TYPE12RU612RF6 4'- 4' (521 PRECAST 1295 3692 4'- V" (54") PRECAST 1213 3458 5'- 8- (681 PRECAST 784 2236 5- 10"(70 PRECAST 747 2129 6'- 8- (80') PRECAST 602 1716 T- 6" (90") PRECAST 504 1438. 9'- 8" (116') PRECAST 355 1011. SEE GENERAL NOTES - SHEET 1 OF 3 MEMBER OF 4- 14- SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 12F6-21 12F12-2T 12F16-2T 12F20-2T 12F24-IT 12F28-2F 12F32-2T S- 6- (42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'- 0" (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'- 6- (547) PRECAST 2113 3291 43.10 5328 6347 7365 8384 5'- 10-(70') PRECAST 1623 2527 ul 3310 4092 4875 5658 6441 6'- 6' (78') PRECAST 1444 2269 2972 3675 4378 5081 1 5784 7'- 6- (90-) PRECAST 1267(. 1767, 2583,1 31940 3805, 4417 5028 9'- 4' (112') PRECAST 102E a 1171 20061 75901 3087 35830 4079 10'- 6"(126' PRECAST 920( 947L01 1612 2281( 2764 3209, 3653, II'- 4-(136' PRECAST 8580, 829, 1404G 1982( 2441 2902 3364( 12'- 0-(144") PRECAST 814 753 „1 1269P 178E 2201( 2$16M 30321 13'- 4"(160') PRECAST 678 cul 633N1 1057 1485(„ 1826D 2169, 2513 14'- 0-(168-) PRECAST 62204 5861al 974 13650 1679D, 1993E 2309 04 17'- 4"(2061 PRECAST 434A, 427 0 695 964 1182 1402(, 1623 19'- 4" (232') PRECAST 366 370 P,I 593 817 v 1002," 1187 13720 I) THE NUMBERS IN PARENTHESIS ARE PFRCENI REDUCTIONS FOR GRADE 40 FELD ADDED REM, SEE GENERA. NOTE ND. 4 SAFE UPLIFT LOADS FOR 12" PRECAST w7 2" RECESS DOOR U-LINTELS It — Alt. I SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH ICAO-n I'm w-u lcm l+-n Icm 10-411Cmz"litz0c0-zI 1CmJu-3L 2581, 4'-4' (52') PRECAST 1626 2685 3746 4806 5857 6928 7989 2417, 4'-6" (547 PRECAST 1558 2582 3602 4623 5643 6664 7684 1650, 5'-8- (68") PRECAST 1210 2042 2850 3658 4466 5273 6081 155 5'- TO- (70-) PRECAST 1173 1984 , 2769 3553 4338 5123 5908 1170(, R 6'-8- (801 PRECAST 10201 153E n 2426 3114 3802 4489 5177 91460 V-6" (90' PRECAST 1 904 ( 1226,1 2163 2776 3390 4003 4617, 15 9" A9;8- (116') PRECAST 703(, 77111 1472(m 2161 2663 3145E 3628P NUMBERS IN PMENMESIS ARE PERCENT REDUCTIONS FOR ENS'• 40 FIELD ADDED REM. SEE GENERAL NOTE NO. 4 447 rltolwL rTuwsen iIding cii"s m wiW (hc 19"n1a uCaleTE Ff 170:: CRAIG PARRINO Aaw LCmCn \ o/_c4 oz,o? 1B pG` 00 61i T %' ' d A 8 R•' C` 6324OR579 S • • • • • • C1G .• SERENER ,FL 33584 k eliz Dt[amtnnncPy "cL ,"i'/-—. ONALE++`` FLP. E.ILTC:11tD./56 rur Ea4mu.-CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES FILE HAND: 0851137-14 1 DRAWN BY: JOHAN ARNAUD er., C: N.T.S. DATE: 3/ 24/0S CHECKED BT: CRAIG MUD, P.E. - AEC. NO. 44756 OA G;R. LT4812 SHEET 3 Of S MIAM I•DADE MIAMI-DADS COUNTY o PRODUCT CONTROL SECTION DEPARTMENT OF RE, GULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, .Florida 33175-2474 T (786) 3 i 5-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance put -poses. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the eight 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 Parritio, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Lange and. Small Missile Impact Resistant LABELING: Each lintel shall bear a. permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur 'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales; advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user- by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H lmy A. Makar, P.E., M.S. Malik NOA No.16-0126.03 MIAMFDQdE COUNTY Expiration Date: 05/21/2017 Approval Date: 04/20016 Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 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, perASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ilamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E, 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, •45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11113195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04125196 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report #84-M196I4 dated 02/29196 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01128196 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection. Report 984-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03106196 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121196 for 44 rebar by Birmingham: Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for #5 rebar by Birmingham Steel Corp. ny A. Matcar, P.E., M.S. Produe ontrol Section Supervisor NOA No, 16-0126.03 Expiration. Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete. USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS': 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and DrawingNo. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables`, sheets 1 & 2 of2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTMF-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated Niay 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Pcirrino, 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. w W16 ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03. Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details"' sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P. E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Le#ter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFI.CATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/Zl/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE; EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 912-0209.13 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 Cofporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02' A. DRAWINGS 1. Drawing No. FD8; titled "Cast -Crete 8'"Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12 2014, signed and sealed by Craig Parrino, F.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 JVI[ami-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, -signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. t6-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1, None, F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 01 Rd5if 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 4C^ZEie® HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS PRODUCT RsviAENEWED m c0n1PITinB Usc FlOrAi B,u1041g C"d, AcccplattN UDn 1)Rtc i R—/ A" pR:CAM W/ 2' RECESS 000R—U-LINTEL. R" PRF('AS ItNTfS 6" PRES1RE95E01j-LINLEE. TYPE "A" STIRRUPS y 7/32"9 BAR w STIRRUPS 6 LINT IS STIRRUP DETAIL$ YYLA:. N.LS. 8" PRESTRESSED U—LINTEL 7/32.0 BA STIRRUPS - TYPE "B" STIRRUPS M Bn STIRRUP 7 NgDETAILSSGl LINTTE[Ll24 YO`LMECY WEIONIL65 P EHG P"To L E SM60 ilA9u1s 14-8• 0.1345d2 3 A t-3' 7 32 DAR 4-6' 4 0 3'-0" 9 IS'-4" 0.140 567 7 2 DAR P-S 17-4 0.158 639 7 32 BAR 1 -S 7 32 BAR 17 -2 4 O 3'-B" 9 32 BA. 21'-4" D f84 787 7 32 DAR I -3" f5.=0 7/32 BAP 21'-el 5 O 3'-6 3/4" 10 22'^O" 0.200 81f 32 BAN 7 32 BAR Y-3 7/32 BAR 2V-f0" 6 O V-10 3/8 10 3 8" PRECAST W/ 2" RECESS DOOR_U—LINTEL DATA TABLE LINTEL JOYIZ gLLLE itE 5 LE YQ1. MEC W IONTBS c 0fauRn 9 2'-8" 4 4 3'-0" 0 036. 146 3 REBAR 7 32 BAR 3 8" N A 4 3'-D' 150 3 REH 7- 2 BAR 3 10 N A 4 4-0 8 8 4-A 0. T- 7320 5-D N 8 I }' i 5-R" N A 8 2J9 4 RLUM-0 R 6 -0 N 04 RE j3 REYAR G -10" NA 6. 18 44 REBAR 3 RED AR 9'-U" 2'-0" 6- MEMBER OF 1TPS A' Sri— ALL Rr[J3a —UR ME '1' iiW91i ALL WKS WE- IFFE 'A' Sn411f5_ O3 a• i' fpHt ttaa Vinns ED, 9PRECASTLINjFIRE'INLORCINQ CACE FAHRICATIDN 1d00EL <' L90 ttsa tMiui 0/ laYi 'Y STWNMTll 'A` f11Mu7A. Al [XHv1re 21 it 131• 713' PRESTRESSED LINTEL`$ IE:NFORF,jNO CAGE EARRH'.ATION 609F1. R" PRFCAST U—LINTEL DATA 'FABLE T pH T "'H 0sPA vcamm?US REBAAR 3'-2 .. N A 4'/ 44 REDAR 3-If 7 32 fiAR 3'-8 R A 4 4'-6" 0 0 i 82 REBAR' 4'-5 7 32 @AR 4 -2 A 4 5-4 - 0.049 19/3 REBAR S -3 AR 5 -0 f! A 8 5 -10 0.0 4 3 R 17132 BAR S -8 6 6'-6" 0.060 254 4 REBAR. 6..-5" 7 32 7'-6'. 0.Og9 270 4 REBAR 7'-5" 7 32 BAR 7'-2" N 6 e`-4" 0.0 g" 338 4 REBAR`. 9'-3" 3 REBAR V. 11, REBAR . 10'-8' 113 REBAR i t'-t" 0.103 4 8 5 REBAR-I I V -3" 1 P-3REBAA I I I'-0" 1-0" B 12- 0- 0:1f0 4 2 B REBAR II -11 3 REBA i -8" I 3-0- IT1'>4". 0.122 450 5 REOAR 13'-3 3 REBAR 93 -0" 3 -0 ti 14'- D": 0 2 SO4 R REBAR 5.-1/ 3 REBAR 13-8 3-0 8 TH, S PROPRIETARY INFORMATION tS.PROYIOED FOR PRODUCT APPROVAL.. IT 19 PROTECTED BY COPYRIGHT LA6WS AND.. CANNOT BE REPRODUCED OR-O"TRl"TED WITHOUT 114E PRIOR VIRITIEM CONSENT OF CAST-CRETE USA. INC. or a yf:t*y IsEcReua 1. REWOUND STEEL. 7/32 BAN ASIM A5101 0,K 5. NOTE, In 7mL NUMBER OF SDRRUPS MO j5 RtOAR CRADE 60 AStV A513F 7/10 INCH REOU'REO IS COUNTED STAR11H0 FROM EACH DIAMETER 27OE31 LPY!-REt 1104 PRES12ESSIHO END Of THL REINFORCING CADE, FOR EXAMPLE. SOTANO ASTM A41R. - N0. OF SURRUPS a 4, THEN THE 9, CONCRETE. SIRENOO6: P. c AODO PSI FOR R' REINFORCHIO GCE MODEL SNO1 2 STIRRUPS PRESTRESSED lIN1EI3;_i'S " 400 PSI FOR All FROM EACH EMU. PRECAST 0 INCH 11RTELS. G. 2.5 POUNDS OT POLTPRUPf m naus PER IFOIIpL YRESTR[SS FORCE = WO R 1pv. CU. YO. OF CONCRETE NAY OE USED Ill UEU OF PRESTRESSED WEL REINFORCING CAGE 4.. SIRIPPI90 Si NCTAI PRESTRESSED • TO RESIST UFIINO ANO HANOLINO FORCES. UNT tS SS e •. ENS i PRODUCTRL:VI91:D m mnsyl,yingsrilh Th. rWdda 1111II" Ing CDdr. j- Y ALrPLneeNu 4- ogo3,u 2 o : E q0 7k : I1ry1,41ro.tU:le o2 1'.T216 I0PI! w g24CR519tamlDelp Ajdlc't(DnN`otfO 00 ST ; C , SEFFNER, FL 33584 . r: S/aNAL NG`FL. P.E, LIC. NO.44158 TIRE: CAST—CRETE 8" LINTEL FABRICATION DETAILS LRF NSVF: mRSURi-Il I ORAWtf BY, CRAIO PNIRIXO, P.E. - RED, 90. 44156 1 SCALE: NOT TO =d QePF rPAVITV i Tl4nS MR 8- PRECAST 8, PRESTRESSED U-LINTELS 4Asr-4we". SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 8F8101 8F8-18 8FI2-OB 8F12-t8 BF!! -Oa 1B 8F20-DR SF20-1R 8F24-08 BM4-IB 8F28-08 8F4R-1B 8F32-0B BF32-1B 3'-6" (42°) PRECAST 2231 3069 3710 6165 6601 8054 9502 40951 5069 4605 611J 75f7 8974 10394 _ It809 4'-0' (48') PRECAST 1966 2551 2751 3820 1 4890 5901 7034 8107 2693 4MS 013 1 7547 6974 1D394 11909 4'-6" (54") PRECAST 1599 1969 2110 2931 3753 4570 5400 6224 2169 4375 1 113 7547 9672 10294 11- 5'-4" (64') PRECAST 1217 1863 t438 2560 7123 3686 i21166330905365— iggs 5]65 7547 7342 n 8133 ,+ 10{27+ 5'-ID"(70°) PRECAST 1062 IIDS 1173 ISM 2mo 2549 3009 1451 2621 4360 7168 n 6038 n 7181u 50 51 6'-6' (78°) PRECAST 906 1238 2177 Moo 301 3707 43M 1238 2177 3480 5381 8360 1039 8525. ,q T-6" (90" PRECAST 743 1011 1729 2632 2205 2698 3191 3685 toll 1720 2661 3898 569t 8467 8472 u1 9'-4" (112') PRECAST 554 69S 1160 1625 2564 3486 281E 3302 752 1245 - 1B43 2554 3486 4705 6390 n: 0'-6° (126 PRECAST 475' 535 ll 0 1247 32777 2163 2538 613 1052 1533 1 2053 1 2731 38431.4 4754 T36') PRECAST 362 62 945 iJ68 IBi6 2123 3127 4006 582 245 1366 3127 4006 12'-0"(144`) PRECAST 337 5/0 873 1254t: 1846 1684 2193 2805 3552 540 8T3 125/ 1684 2805 M2 160" PRECAST 296 471 J55 1075 N28 763$ 231fi 298J 471 1 755 1075 1 1428 1 IBM 2316 2W 14'-0" I68' PRECAST 279 124 706 1002 1326 IE97 2127 2630 442 708 1002 1 132.E 1 1697 2127 2630 PRESTRESSED N.R. NR NR NR NR NA OR OR 45R 783. 1370 1902 1 2245 2517 2712 PRESTRESSED N R. NR Mi NR NR NO NR NR 412 1..710. 1250 1133 2055 2320 2513 17'-4"(2D9') PRESTRESSED N.R. OR NR NR NA NR NR OR 300 548 950 1376 1609 1849 1 2047 19'-4"(232°) PRESTRESSED N R. NO NR Rfl OR NR NR HR 235 420 750 1037 1282 15t5 1 1716 21'-e (256") PRESTRESSED N.R. 1 NR OR NR NR, NR. I80 3iD 598 845 1114 1359 1468 22'-0"(264") PRESTRESSED N.R. NR NR NR OR NR NR NA 165 315 1 550 784 1047 1265 1399 24'-0"(288") PRESTRESSED N.R. 1 OR NR NR NR NR 14R NR 129 750 450 634 N1 1092 1222 j) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR, SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. I SEE GENERAL NOTES - SHEET 3 OF 3 OF SAFE LATERALLOADS FOR 8" PRECAST 6 PRE3TRES6ED 11•LINTELS SAFE UPLIFT LOADS FOR V PRECAST & PRESTRESSED U-LINTELS ASS pqM. b? SAFPE (TOAD 40?51+fT4: fli" SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH. 8U8 1 81`8 RCMU TYPE LENGTH BfB- IT BFl2-li 9F12- 2T BF56- 1T 8FIS- 27 8F29- 1T 9E20- 2T BF24- IT OF24- 21 BF2B- 1T BF28- 2T BF32- 11 BF32- 2T 3'- 6" (42")' PRECAST 1025 1024 1598 S-6" (42') PRECAST 2655 524 4394 5263' 6132 70DI 2653 3524 4394 5261 6732 7001 4'- 0" 148' PRECAST 1 ) 765 763 1309 4'-0" (48') PRECAST E1.7 23os 3060 3B1s 4570 s32 sD79 2305 U60 3215 4570 SS25 6079 4'- 6" .(54") PRECAST 592 591 1073 4'-6" (541 PRECAST 2040 2707 3375 aog3 ml 5379 2010 2707 3375 4015 4711 5379 5' - 4" 64" PRECAST 411 411 745 5'-4' (64') PRECAST 101 171 ++ 2276 Iq 2838 3399 3961 4522 1010 0 1115 2276 2838 1 3399 3961 4522 5'- 10" (70") PRECAST 34D 339 616 5'-1D" (70') PRECAST Woe 20 2593 3107 m 929. 1567 2080 2593 7107 133 1336'- 6" (78) PRECAST 507 721 490 6'-6" (78') PRECAST e35 p, 1407 + 186 2329 2790 aI2 a 635 1407 1868 2329 2790 12 7'- 6" (90") PRECAST 424 534 363 7'-6" (901 PRECAST 727 toss n 1524 2025.72426 428273228,, 28n727 12241624202524261E9'- 4" 112') PRECAST 326 512 230 9'-4 (1121 PRECAST 591 708 n 1136 1474 1815 0D591 8621318144319596191D'- fi"(126') PRECAST 284 401 180 10'-6"(126") PRECAST 9161168 1461 0II 530 695 1180 It 1472 17830,2055 1 2346 11'- 4" 136" PRECAST 260 452 154 11'-4" (136") PRECAST 474 504 , 1377 , 1643 1513 434 607 04 6421w) 1372p 164J0 1915 P) 2187 2187(111 12'- 0"(144') PRECAST 244 402 137 12'-0-(144") PREECAST 470 aii 456 mi 724 n 933 m 1153>c Wool 15R5 + 470 1 550 940 1302 , IRs04_ 181 w 2075 ,a IS- 4" (160") PRECAST 217 324 110 13'-4" (1 BO") PRECAST 47B N 3Bs 607 785 964 1143 1323 n 426 • 1 460 78D a 1159 b 1418 165 18371.41 14'- D'(168) PRECAST 205 293 100 14'-O'(1G8") PRECAST 394 35a ° 5so 724 ea9 1Dsa 1220 410 425 717 1D83 1358 y 1582 1807. 14'- 8" (176') PRESTRESSED N.R: 284 91 14'-D" (176') PRESTRESSED 239 334 672 e25 911 246395863663980M303n1518J734 1734ft 15- 4'(184"} PRESTRESSED N.R. 259 83 15'-4`(184') PRESTRESSED 20 313 4 627 169 s6 16 pni 23 38a 616 408 1240 140 DA B 166Lq 17'- 4'(20n PRESTRESSED N,R, 194 64 17'-4"(208') PRESTRESSED 20 n 405 756 57391 192 192306 506 740 710 + 1005 1001271 + 1473 n 19'- 4" (232") PRESTRESSED N.R. 1413 52 19'-4" (232") PRESTRESSED 162 229J, Asa 447 547 a W7 747 mil I66 263 1 429 fJ 623 ,, 841 1059tal 1227 21'- 4' (2567 PRESTRESSED 142 2041,,j 307 no 393 ,a 430 4, 563 „ 655 21'- 4" (256") PRESTRESSED N.R. 125 42 142 1 232 1 373 111 531 g 721 905 1048 22'- 0' (264") PRESTRESSED N.R. 116 40 27-0° (2647 PRESIRESSED t37 97t, 295 379 462 546 , 630 pAI 3T 223 358 613 , 688 a 863 999 24'- 0' (288') PRESTRESSED N.R. 91 33 24'-D' (288.1 PRESTRESSED 002, 267 342 416 a 492 567 124 24Z. 2S19 455 n Ws757 878 SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3_ U) 74f44 S No RENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 91.. GENERAL NOTE NO. 4 ON SHEET 3 OF 3. PRODUCI' RE Qt-` n uom RY tfn N81VED ti; ".' pEN 6wiEN the Flority AROD0t71'RF.V)ST1D ABWlding Colo 8 ^. n+pll4n8 N10, tlw lloyida coryatanccNoO3 . 4 Wilding Code ElionlS]IC Z l?- *^ ArceplMcc No 0 0 eY t2o/ 7 TB F /k Rq 7mtbn Dal4L o Z CRAICiPARRINO M ib oduclC4Y 4 n °C 7/` L33584 1SEFFNER, FL r 0R0 \ +` FNER, FL. P. E. L1C. NO.44758 f4<11164134t mu: • CAST— CRETE 8" LINTEL FABRICATION DETAILS j y y+u.n• r at 5 tt fftt HAVE: 0BSU8i-14 OR4MN.aT; [R410 PARRWO, P:E - AM N0, 447S6 SCAIE NOT. 10 SCALE M.C!`. ii+, +", WE. 06/07/94 1 CHECKEO by'. CRUD PAR31NO. P.E. - RED. NO. 44759 1 OWING H- fDa SHW 2 OF 4 I SAFE GRAVITY LOADS FOR 8" PRECAST w12" RECESS DOOR U-LINTELS qss-aaxa SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 8RU6 a9F6-oB B4Flo-oe BREIl-aD eRFla oe eRT22=08 BRr2s-a6 eaF3o-ooBRF6-I8 8R10-IB W14-t0 BRF18-18 8RF22-I8 BRF26-I8 BRF30-18 4'-4" (52°) PRECAST 1635 1749 3355 3280 4349 5421 6493 7567 1891 1 3699 5206 1 6639 B060 9479 10893 4'-6" ( 54" PRECAST 1494 1598 3063 2992 3968 4946 5924 6904 1758- 3699 5206 6539 8060 9479 IOe93 5'-8" (68' PRECAST 866 920 1770 1716 2277 2839 3402 3966 1167 248% 4567 6389 8060 7917(y 9311 5`-10"(70") PRECAST B10 859 1653 WO2.124 2649 3174 3700 1113 2342. 4242 6639(I 8060t 7402ro 87081v 6'-8" (80' PRECAST 797 901 1825 3120 5048 7147 9448 7360 901 1825 3120 8048 7915 9479 108930 7'-6" (90') PRECAST 669 755 1490 2459 3776 5743 7239 5623 755 1490 2459 3776 5743 6998 v 1089 8'-8" (116') PRECAST 411 469 999 1566 2253 3129 4091 3146 526 999 1668 2253 3120 4150 5691(r THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO, 4 GENERAL NOTES I kbk,iob: 11) Linee(s — neseWovl.ed .ilh S-I/2' bn9 retch., of It. ends to ctamodale wraal cell'Wordog and gsaUng. 1'c 8' p d Intel 4000 pst Fe peal' nod knlel - 6000 psi 13) 1M ,Nina "Ana .4.6nbla insloged M ester. com 1, masonryry .1b shop tore I'o Waut 3000 psi a.U mosdmum 3//B Irch aggreyAle a ..oft of tucro applied in ...,do- lh ASTJ C426 o eUor opprovea —Enq. wnttele msan7 unOs IUlln per A511A C90 Klh mwinwm net or. o.Wa svo skengOQ i - 19DO "1 14) 1144TS lood"d intAo—sly vilh wii"I (gwv s rG6lQ and honrmld (loterd) rcbor Per ASSY A61S Gsede 80 bads alwld be checked for the oomin la y ti81i lM tollodrt9 equoUa[ p'eslressn9 EIroM ppeer ASIR M16 Grede 270 to rebsalion mortar ForASTkI C270 Type M or 5 ApIAA ...9a1 load Applied hadzodal load 2) AB sole bad tables based on mW.a. 4 i.ch nominol bearing. Safe ve8cal load. Safe Lin nl bod S 1:0 E—fie,; So(. loads Iw Rnl.l type 8W sad BRU6 must be 15) For compolla rmW heights not shoan,ore. safe load [tam oast low Might shxn. doe" by 20R 11 beWng kngth to lea the 6 112,hA gs. 16) Far.. Intellength. cat sheen, ate set. land 116m nosl longest 1.4b sheen. 3) Provide MI nester bed and htW joints. 17) Sale loodv an e.parimpcsed .Iloaabk load. 4) The number In porenlhesls ladkalns the pent roduclian tar grads 40 90 added 18) Sale. bads -hosed on ro0oral dezlgn arelyis pm AA7 530 and AC1. S1B be,. by F—ple, 7'-6' Wet BF32-18 solo yyrooly load - 6472 Oft 19) AddT-1 loterol load wpgdly con be ob1clood 1 I. designer by pmrdtng adef-I n/ 15L redwIlm 9. 6472 tA5) 5501 PR re'nfo-4 eonerets masonry ands (MAU) Above he 9nW. See delth baton: 5) AR Inlets meet or escecd-1,7360 delkc o. retention: Preshaes Tmle1 r, 8F8 17'-4and IWQa, meets ar ...4, (./1a41 daD u.6. Use it 6mtt.4 to c 'T'lleas meetinnggthin Fladda Bugd'ug 0ode.Secroa 1604.3.1 as opplica6k 6) Shore hle4 13*19 a required. 7) One 11 rAas may be skslilAed for 1. 15 rebors. 8) Imlodottan/ alkahment of r.IW must bamply TfiO Ih eacbilecbrd andfor dWola cl dowmnals. 9) Ttro designer may avolu0s eaneonbokd loads ham tM sole bad tablet by wWanq Ue mood —re i IoUng moment and shoos of d-my From the I— of.. pML 10) H. R. = Hot Rated ' 11) Bell— Hold added nbarla be located .1. U,. bull.. 01 the Ratsl rarity, 1 /2' CUR 1 4 SEE GENERAL NOTE 18 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED OIAU ( RGMU) PULL COURSE 15 REBAR 10 os GR60 Seae.K SL'-SS SAFE UPLIFT LOADS FOR B" PRECAST w/ 2" RECESS DOOR U-LINTELS 4 s s i 9M SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH Utd- LT aRF6-2T 8RF10-1T 8RFID-2T BRF14-17 aRF14-21 BRFIB-17 BRFIB-21 BU22-118RF26- IT8RF3Q-1T W22-21 ORF25-21 8RF30-2I 4'-4"- ( S2'} PRECAST 905 166B 2362 M58 3751 4445 5140 SOS 1666 2362 3056 3751 4445 5140 4'-6" ( 54") PRECAST 867 1604 22.72 2939 3807 4215 4943 067 1604 2272 2939 3607 4275 4943 5'—B" ( 68' PRECAST 675 1289, 1797 2326 2854 3342 3911 675 1269 17.47 2326 2854 3382 3911 5'-10` ( 70") PRECAST 655 1207 1748 I 22M 2773 0, 3286 Ia 279!"U 655 1233 2259 2773 3286 2799 6'-B" ( 80"j PRECAST570 929 a 1746 _ 1530 19B0 i 2429 n 2879.. 3329 rr 570 IOBD 1530 128D 2429 2879 3329 7'-6" ( 90") PRECAST 506 7421i 1364 w 1785 a 2166 a 2567, 29680 SOB 898 1361 1765 2166 2567 2968 9'-8" ( 1161 PRECAST 395 4661, 884 Igir 1540 1059T 2180 395 560 1072 1J86 _ 1101 2ot6 2331 y) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENEW NOTE NO. 4 TYPE DESIGNATION 8F 2 81,16mulay F F - F F0 WRIT ORON U - UNFILLED AT E171TOM OrLINIELisCC.AAW8F16-1B/IT ro- i NCamwwrm iI 1--'QUAMMY OF /5 110904 NEICRT J REQM AE 70p e, T R` v- 15 REW AT TOP MIN. (1) RIAD 1/2` CWR C.M.U. 15 REM AT 80110M OF LwILL 01` AIY 7-5R' AcwAL ROTTMI REIfIITH RIG PRo11 ly U NIa 6' NOR YBDTMas PRODUCE ItIly,31,, m eamplyn's will. the 4loriJa lhIdi"t Oa J; Acc ptmka Nn !4. A2 I3,pnu1a0Dacj CMG PARRINO6324CR 579 SEFFNEi, FL 83584 dl Q d`n r. N e— ETWR( I 14-(1IJAUQN x 9R L,E Mb` r <R ks. F mu: CAST—CRETE 8" LINTEL FABRICATION DETAILS Z II `. wr - v» , " s ,, FILE HUIE: DBSU61-54 DPAAN BY+ CRUD PARpD10, F.E. -REG. 110. 44756 SCAIE: NOT 10 SC;UC l'.P NALIF CH N 2 O6 e= {r.Y'itF'ifo-i/,'r -'— .- -- r'3TTr4rlrTiriaxl""tlTTT1'eTm1.l DMO 06/07/96 C6[CKED f(: C9AIC PARRIED. P.E. - SEC, NO. 4415t, DAAAIRC Ito. ED6 SN[Li 3 Of S f 4/28/2017 Florida Building Code Online Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark.or Listing certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Mlaml-Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A https:llwww.floridabuilding.org/pr/pr app dtl.aspx7param=wGEVXQwtDgsFgPhXouzz9PGbeVjdil(Ek7oGQ6zyYnmk%3d 113 It 4/28/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised FL #' 3792.1----_— Florida Building Coda Online 09/30/2015 10/06/2015 Model, Number or Naake. 135 Roof Louver 10/09/2015 08/16/2016 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. 3792.2 730 Roof Louver Limits of Use Approved for.use in.HOZ, Yes . Approved fo.r• use.outslde HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A ... Other: 1. Refer to-applicable.building codes for required - ventilation. 2,16manco's Model 730,750,770 Roof Louvers. shall comply with applicable building code, 3. Lornanco's Model 730,750,770 Roof Louvers shall not be installed on roo mean heights greater than 33 feet. 3792.3 750 Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1, Refer to applicable building codes for required ventilation, 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 3792.4 i 770 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..Rarer to applicable building codes. for required ventilation. 4. Lomanco.'s Model 730,750,770 Roof Louvers shall comply with: applicable bulding code: 3. Lomanco's ... Model 7-40,750,770 Roof louvers shall not be installed on roof mean heights greater than 33 feet. 3792,5 770D Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Description Aluminum Roof Louver Certification Agency Certifieate 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 II Lomanco 135 - 2000 PV - NOA 11-0602 02 pdf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602, 02, pdf Created by Independent Third Party: Yes Aluminum Roof Louver Carti f anion Agency Certfficate FL3792 R8 C CAC Lomanco 706 Series - NOA Il- 0602.04.odP. Quality Assurance Contract Expiration Date. 08/16/2016 Itt6fallation Instructions: FL3792 R8 I1 Lomancd 700 Series - NOA 11-0602 04 pdf Verified;By: Miami -Dade BCCO - CER Created by Independent Third Party:. Evaluation Reports FL3792 R8 AE-Lomanco 700 Series - NOAA1-0602 04 odf Created. by Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC Lomanco 700 Series - NOA 11- 0602,04.odr Quality Assurance Contract Expiration Date 08/16/2016 Installation Instructions FL3792 R8 11 Lomanco 700 Series - NOA 11-0602 04 ndf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports 1`0792 R8 AE Lomanco 700 Series - NOA 11-0602 04 ndf Created by Independent Third Party: Yes Aluminum 'Roo f Louver Certification Agency Certificate FL3792 RB C CACLomanco 700 Series NOA 11- . 0b02: 04;pdf qua Nty.Assurance contract Expiration Date 08/ 16/2016: Installation : Instructions F13742 R8 II Lomanca 700 Series - NOA 11-0602 04 pdf Verified By; -Miami -Dade. BCCI.O - CER Created by Independent Third Party Evaluation Reports: fL3792 R8 AE Lomanco 700 Series - NOA 11-0602 04 bdf Created by. independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC NOA 15-0709 09 pdf Quality Assurance Contract Expiration Date 10/ 04/2020 Installation Instructions FL3792 R8 II NOA 15-0709 09 pdf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports https:// www.floridabullding.orglprlpr app dll,aspx?param=wGEVXQwtDgsFgPhXou7z9PGbaV4dlkEk7oGQ6zyYnmk%3d 2/3 4/28/2017 Florida Building Code Online FL3792 R8 AE NOA 15-0709.09.pdf Created by Independent Third Party; Yes 1c)iCYE i;);{` Contact :: 2WI Olair 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 :: AcressiNllty 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-remrds 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 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F,S, must provide the Department with an email address If they have one. The 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 hur_ Product ApprovalAcceptsl O M thsil •'1' I.'> S CL1T1%'MCTILTC:B- htlpsJ(www.floridabuildirtg.org(pr/pr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeM&kEk7oGQ6zyYnmk%3d 3/3 MLAbn-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Nfianu, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.2ov/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) anal/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 fled and there has been no change in the applicable building code negatively affecting the perforinance 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.inay be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-0831:07 and consists of pages 1. through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. MIAMI-DARE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Mill. thickness 0.025" roof ventilation system with a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name Date Center for Applied Engineering MDC-98&99 TAS 100(A) 03/16/95 PRl Construction Materials LOM-013-02-01 TAS 100(A) 05/21/07 Technologies RRWA-001-02=01 TAS 100(A) 07/29/15 NOA No.: 16-0510.28 E COUNTY Expiration Date: 08716121 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 hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peals of roof)_ Make sure the throat of the vent is centered over vent hole. Fasten the base, to roof decking with 1 %a" aluiniuuL-a annular ring shank nails. With the first nail 1'A" from roof louver end and a minimum of b" o.c. at the front and backside of louver vent parallel to the ridge. And with the first nail 1'/a" 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: N/A Net Free Area: Refer to manufacturers published literature. Minimum Slope: 2:12 NOA No.: 16-0510.28 MIAMI DAof couNlY Egpiratioa Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf" cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply %2' wide beads of an approved ASTM C920 sealant between the upslope flange and underside of 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 730,750,750-5, 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. Lorrianco's Model 730,7501750-5, 750-E, 770 Roof Louvers shall comply with 1517.6 0£ the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 . MIAMI•pADE COUNTY Ex piration bate: 08/16/21 Approval Date:.06/30/16 Page 4 of 9 It DETAIL DRAWINGS DETAIL A i M1AMI•DADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 DETAm B 3 NOA No:: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAIL $ (CONTINUED) FASTENER -LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTFNF,R NOA No.: 16-0510.28 Expiration Date: 0.8/16/21 Approval Date: 06/30/16 Page 7 of 9 DETAIL C a - r Florida Building Code Online 1305 Home I Log In i User Registration I Hot Topics i Submit Surcharge I Stats & facts Publications Mo Product Approval USER: PubllcUser Product Aoorcval Menu > Prnd or Search > R - tP arynn ' i > Application Detail FL # FL15216-R2 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elo7ano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Links I Search Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen 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. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL15216 R2 COI 2015 01 COI Nieminen odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http://ivw%v.floridabuil ding.org/pr/pr_app_dtlaspx?param=wGEV XQ>vtDgv3yU1/KIZIQRAdhy[2u8kQGQy?jaHhVeiOp VSvsH SdCoQ%3d%3d [8/24/_017 1:57:59-PM]--.. Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL># ( Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underiayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL1.5216 R2 II 2015 04 FINAL ER TNTERNIRAP RHINOROOF F 15->16- R2T12dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Other: See ER Section 5 for Limits of Use. Created by Independent Third Party: Yes Evaluation Reports Fi 15 16 R2 AE.-2015 04 FINAL ER INTERWRAP RHINOROOF F i 16 R2Todf Created by Independent Third Party: Yes Contact Us ::. 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florlda is an AA/EEO employer. 'Qpyrght 2007-2013 State of Florida :: Prlyacv Statement Accessibility Statemen. :: Refund Statement Under Florida law, email addresses are public records, If you do notwant your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395.. *Pursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455,. F.S. must provide the Department with an email address if they have. one. The emails provided may be used for offldal communication with the licensee. However email addresses are public record. If you do. not wish to supplya personal address, please provide the Department with an email address which can be made available to the public. To date, mine if you are a licensee under Chapter-455, F.S., please dick here . Product Approval Accepts: _ Credit Card Safe http:// weeny. floridabuilding.org/prrpr_app_dC.aspx?param-,vGEVXQW tDgv3yV V KIZ IQR Adiiyl2u8kQGQ IljafihVeiOpV S.xwSdCoQ%3d%3d[8/2412017.1:57:59. PM] TRINITY ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140S10.02.12-R2 FL15216-R2 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 theuseof 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: 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. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59165, Florida DCA ANE1983 Thefacsimile seal appearing was, authorized by Robert Niemmen, P.E. on 04/2712015. This does: not serve - an electronically signed document. Signed, sealed ha-dcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity[ ERD does not, have, nor does it Intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity[ ERD is not owned,.operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. ki v_ TRINITY i ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the followingStandards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.S3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 20051507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type ll felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be producedin various other sizes. S. LIMITATIONS: 5. 1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 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 AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5. 5 Allowable roof covers applied atop RhinoRoof LlndPrlavmPnts — ,,u —: TABLE I: ROOF COVER OPTIONS Underla ment yAsphalt Shingles Nail -On Tile Foam -On Tile Metal Woad Shakes Slate or 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, LLC. Evaluation Report 140510.02.12-R2 CertificoteofAuthorization #9503 FL15216- R2 Revision 2: 04/27/2015 Page 2 of 3 r '- j'TR1N1TfERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-S/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver; 2:12 < Roof Slope <4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5„but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CA entity for information on plants covered under Rule 61G20-3 OA requirements. 4. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-EfL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design,LLC. Evaluation Report 140S1D.02.12-R2 Certificote of Authorization #9503 FL1S216-R2 Revision 2: 04/27/2015 Page 3 of 3 1 1 HERDi EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada SCOPE: EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT N13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FI.15216-112 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: nam 74 Robert J.M. Nieminen, P.E. 3 7• The facsimile seal appearingwas authorized by Robert Nieminen, Florida Registration No. 59166, Florida DCA ANE1983 G ,4 t J , P.E. on 0412712015. This does not serve as an electrodieally signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the d I' l CERTIFICATION OF INDEPENDENCE: e c ent I. 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 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. r TRINITY ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395CQQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report il/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 11 felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in variousother sizes. S. LIMITATIONS: 5.1 5.2 5.3 5.4 5.5 5.6 5.6.1 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. This Evaluation Report is not for use in the HVHZ. 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. 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. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1} ROOF COVER OPTIONS Asphalt Wood Shakes Slate or Underlayment Nail -On Tile Foam -On Tile Metal Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No Exposure Limitations: 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 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 2 of 3 S. 9. fp t t TRINI ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 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. BUILDING PERMIT REQUIREMENTS: As required by the Building. Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 CIA requirements. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 4/2812017 Florida Building Code Online BCIS Home Log In User Registration Hot Topics Submit Surcharge Stars & Fad t Product Approval CJA USER:Public UserProductApprovalMenu > Product or AMii(,_i9 SParcit > Application _1st > Application Detail FL # FL5444-R10 Application Type Revision r* X 3 Code Version 2014 In' Application Status Approved Comments Archived product Manufacturer Address/ Phone/ Email Authorized Signature Technical Representative Address/Phone/ Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method CertainTeed Corporation - Roofing 18 Moores Road Malvern, PA 19355 610) 651-5847 marl(. d.harner@saint-gobain. com Mark Harrier mark.d. harner@saint-gobain. com Mark D. Harrier 18 Moores Road Malvern, PA 19355 6' 10) 651-5847 Mark.D.Harner@saint-gobain. com Roofing Asphalt Shingles FBC Staff i BCIS Site Map i Links ' Search Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59. 166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year ( of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 RIO COT 2016 01 COI Nieminen.pdf Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 https:)lwww.floridabuilding.org) prlpr_app dti.aspx?param=wGEVXQwtDgtahlgO7CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 Summ ry of Productsr ._ FL # Model, Number°or Name Description 5444,1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architecturalShinglesasphaltroofshingles Approved for use in HVH2:_.____._.........___.._._.__.......___._.......__..._____..._...--_.___._ E._.___.__:_._.__...._.......__:_....._....___._.__----..___._..---......._.,..______._._:.._._...__._...._._........._.__._.__......_ Limits of Use Installation Instructions No FL5444 R10 II 2016 12 FINAL ER CERTAINTEED AsphaltApprovedforuseoutsideHVHZ: Yes Shingle FL5444-RIO odfImpactResistant: N/A Verified By: Robert Nieminen, PE PE-59166DesignPressure: N/A i Created by Independent Third Party: YesOther: Refer to ER Section 5 for Limits of Use Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED As halt i Shingle FL5444-RIO odf i j Created by Independent Third Party: Yes I Contact Us :: 2601 Blair -Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State. of Florida is an WEED employer. Coovrioht 2007-2013 State of Florida :: privacy Statement :: A_ccessibiliv 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 electronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395.E *Pursuant to Section455.275(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 emails 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., pleaseclick here , Product Approval Accepts: h. fEck - SecUr, 1fit METRtCB' https:// www.floridabuilding.org/pr/pr app_ d,aspx?param=wGEVXQwtDgtahlgO7CSsoycOr128CcpCJinUeXwTiibKvlUzOW4hL8w%3d%3d 212 EXTERIOR RESEARCH & DESIGN, LLC. Certficate of Authorization #9503 ERD 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203') 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-1111 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 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. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity(ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPEcnON: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P,E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen,. P.E. on 1210812016. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client. CERTIFICATION OF INDEPENDENCE: 1. Trinity IERD 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. 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. t TRINITY ERa ROOFING SYSTEMS EVALUATION: I. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 51h Edition (2014) Florida Building Code and 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 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL(TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM 03161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL(TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM 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 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, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY 4. PRODUCT DESCRIPTION: 4.1 CT20'", XTT" 25, XTT" 30 and XTT" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 ArcadiaT", Belmont'", Carriage House Shangle®, Grand Manor Shangle®, Landmark'", Landmark TM IR, Landmark'" Pro, LandmarkT'" Premium, Landmark'" TL, LandmarkT" Solaris and Landmark" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shaker", Presidential ShakeT" IR, Presidential Shake TLT" and Presidential Solaris" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 HatterasT", Highland Slate'" and Highland Slater" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 PatriotTM is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow Line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'"', Shadow Ridge`", Cedar Crest", Cedar Crest" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert NiernInen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, Indicating the shingles are acceptable for us in all wind zones UP to Vald = 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 PLI Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Va,d = 150 mph (V It = 194 mph), 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of Va,d = 150 mph (V„It = 194 mph) for residential buildings- located in Exposure D conditions with no 'topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 F8C NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/09/2016 Page 3 of 12 r T'` I ITY ERd 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 l CT20T`11 XT'"" 25, XTTm 30, XTT" 30 IR: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" l'-(,R05 mm) (305 rrm) (305 mm)- 1" (25mm) — Se lant 1"(25umm)- 5 5/a" (I45'mm) 5 t12,1tot h&t*vod Plant METRIC 13t/a" .3..— 131/8„ 1131/8,. 25 mm} — Sealant lant1"(25 mmj 6 1/a,. T Figure 11-3: Uselour nallsfor suety full sbingk STEEP SLOPE Use four nails and six spots of asphalt roofing cement, for every foil shingle ( Figure 11-4). Asphalt roofing cement meeting ASTNf D4586 Type II is suggested. t Roofing Cement Apply 1"(25 mm) spots of asphalt roofing cement. under each tab comar. Tigrtre 11-4: Use.furs- nails rid six spot. ofaspbalt ceiraat t on sleep slopes. CAUTION: Excessive use of roofing cement can cause shingles. to blister. 6. 4.1 Hip & Ridge for CT20T'" XTT" 25 XTT' 30 XTT" 30 IR: Cut Shingles I+ I N-2" (50 mm) Remove 25mm)f II I ter i Cap Cap i Cap 305 m) Shingle Stingle Shingle Figure 11-24::.Cut taLs, Own in'm back to make cap shingles Wgllsb dimensions shown). 125 mm) f % 0\\ i 25mm1 t`, 12 poi N Figure II_Z: Inslalkrilon oj'mPs along foe. blps and ridges. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolasticg NPJT"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Certificate ofAuthoriration #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 FL5444- R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 s TRINITY `ERD ARCADIAT"": LOW AND STANDARD SLOPE STEEP SLOPE lJSe SIX nalls for evei1' full shingle located ;is shown he low; Nail din Lt i I Nail Nail Lim _U1i r I rlgrrre 2: Use si.v nails far vz:vq. irl/ shingle. use SIX nails and FOUR spats (If.tspltalt roofing cement for even (all shingle as shouit hdow'.:Ipply asphalt roofing cement 1"(2 nuu) from edge of shingle. Asphalt roofing cen'rtvu utcetin :S511t 1) 4786 lip': R is suggested. Usa six uedh and faro• spats ofnsphalt roofing crernerrl on sle<y, slopes. Hip & Ridge for Arcadia`- Cedar Crest'", Cedar Crest" IR Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic° NP1 " adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Hand -sealing adhesive 4" 3/4" Dab of asphalt cement between -- .{„ shingle layers Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate of Authorization 119503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 5 of 12 6.6 I BELMONTT": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. also sa'ttel,oz II a Aed tiam'! rzil5it! 1, iad s s16' 772t} r.;,mj i j TRINITY ! ERD Steep Slope (greater than 21:12): Use. SEVEN nails and EIGHT spots of asphalt roofing cement"" for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below_ Asphalt roofing cement rneeting ASTM D4586 Type II is suggested. f3; mmj ur s I • t.5 rr.;n rzortGW Cei'uN 6.6.1 Hip & Ridge for Belmont"": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest", Cedar CrestTM IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge Figure 17-18: Shanhrle" Ridge. 18° Exposure Remove tape from the right side and fasten j SECOND Fasten the I 1- 11, left,side 8 RIGHT FIRST LEFT r/gure 17-19: Insiallation ofShanglc6 RI(& sbhq(*s on hips and rldgmt. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastice NPJ " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. d Sta tx'C reml Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-RIO Revision 11: 12/08/2016 Page 6 of 1Z 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLEO AND GRAND MANOR SHANGLE®S LOW AND STANDARD SLOPE ac rive, nails for crery fail Shat1<Je. x, I --r15 mm) T; ( 2 IT* ilU" 8 Sie" 16 nsrn) (220 ntm) 1,'Igitnrl74t.stiffrlr.nrrtlsfnr(yl4r2./rllGrrulddlnrtar,S'hnugle, Carriage rinnsc tl.artgle. or("wifennial.Stale. 1' t TRINITY 1 ERa STEEP SLOPE Ise so -en nails and three: spois of;tsI)bah roofing cement for every fill) Grand Ni:oorr Sh:utgle. kic fire nails and Ihrcc :,pats of nspliall roofing cem(ud for every fill can iage lint=se Shall'& and"Ceikfujial Slate. AjlpIv asphalt roofing ceinenl (" (25 nun) from txige. of shingle P/ gure 17.5). Asphalt roofing cement.meeting AIMI U4536911rc 11 Is suggested. 1(33 mm) i -!25 nxnl /% (25 mod 5is" (ZZO mm} ito"mm' Smm)f }--- F'iYrma 17-.5. When iurbdiLrg Gralid I4rrrnr AAaug1m ousteep atalxrs. use seven wids and Ibree spats t fag)hiiltmr fling rement. Hip & Ridge for Carriage House Shangle"' and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARKrm, LANDMARKz"` IR,' LANDMARK" PRO' GANDMARKrm PREMIUM, LANDMARK.`."" TL,: LANDMARKTm SOLARIS, LANDMARKrm SOLARIS IR, NORTHGATE - LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" t43/ 4" 12" 7-(305 mm)---+-(375 mm)--—(305 mm)-- 76 mot) Relvase Tape t (25 mm)-" MOI Frey LANDMARKTL NorthGate: 13t12" 13" 13l/z" 1---(343 mm)--+--(330 mm)-- --(343 mm)-j 1" (25 nun)-- Pigun•134d t:.rfrturnailsforlivipfrrl!shingle. MCIE NA1114t A' 1EA 12" 14 3;'4' 12, I-r i305 mrnl -+- -r— (375 rran) —..- — (305 mm,, 1 Nallrg t3:.it5 r 9 L I' ( 25 mm) t1pp naltro 1" 25mr} •. I.mvernallre ( i r- Nailing arose for low and standard slopos (from 2:12. m 2I 12) Nai betvtten uppet &. kxo-it foes iii sr ri yr abate. Exterior Research and Design,LLC. Evaluation Report3532.09.05-Rll Certificate of Authorization k9503 FBC NON•HVHZ EVALUATION FL5444-Ri0 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six. narils and four spots of asphalt roofing cement for even, Full laminated shingle. `cc below. Asphalt rooting cement shotdd meet ASIA M5861ypc 11. Allply 1" snots of asph;ilt roofing cement mule each corner and za ;duua 12" to 13" it, from each edge. METRIC DIMENSIONS i-- 12"'— 30:i mm) Nail Area For Steep 25mm) {--- 14a/4"-- - 12 375 mm) (305 mm) I lease Taue I 25 mm; ent LANDMARK TL NorthGate: STEEP 12" 14-314" SLOPE 1—(305 mrn)—.... — (375 mNAILING AREA I NaiGn 49, bJvee7l na f i i t A ire i TRINITY ERD 13t/2" 343 mm) 13" 330 mm) I 13112m343mm} L 1"(25rnm) i AN 1"(25mm9111 Figure. 13-5: Use six nails andf iur spots of aspbatt roofing cement on steep slopes 12" 305 mm)- 1"(25 mrn)—«- Nailing areas for steep slopes (greater than 21:12) and "Stonr}Nailing" Nail between lower 2 rail lines as shown above. 6.8.1 Hip & Ridge for Landmark', Landmark'"' IR Landmark'" Pro Landmark'" Premium Landmark'" TL LandmarkT"' Solaris, Landmark'" Solaris IR NorthGate: 6.8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory IT 305mm) (250rcm) 150nim) T (150mm) (125mm) I (125mm) t f Notch for Notch for Centering Centering 12' . / 131/4' 305mm) Notches forAlignmentto i, ( 339mm) NotchesforAlignmentto the Top Edge of the Previous - the To Ed 75/8' Captor 5' (125mm) Exposure (180mm) p Edge of the Previous (196mm) Capkr5518"(141mm} Exposure English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-RllCertificateolAuthorhatlon #9503 FBC NON-HVHZ EVALUATION FL5444-R30 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 4i-={'LSti rvsn 25Itri:) 1El15'sI------------ Llrit'I iA Pis'SCIi. 337 Align these rnL:11" tc top 76.4' dlle 01 ; (104 n;^1) p mUs cat Ys i I NorthGate Ridge 13 1/8" fe------(333 mrn)_.-._.. III (168 mm)l (188 rem) Centering 13 11 V Notch ALgn 1 337 mm) Iheso/ J, notches to top 7 5/8' 194 nirn). edge of i previous course. NorthGate Accessory 12" 305tnm) Laying Notch Figure 1.3-20: Use laying nokhas to tenter shingles on Dips and ridges, and to 'locate the corirei avposure. For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'" adhesive or Henkel "PL11 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'"" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization N9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 i ERD 6.9 PRESIDENTIAL SHAKE'"', PRESIDENTIAL SHAKE"" IR, PRESIDENTIAL SHAKE TL.i"', PRESIDENTIAL'SOLARIST": LOW AND STANDARD SLOPE: STEEP SLOPE: For lo%v and standard slopes, use five nails for tacit full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown( below: apply V diameter spots of asphalt roofing cement under each shingle tab. Alter applying 5 nails In between (he nailing guide (hies, apply 4 nails I" Nailing I • 40" above tali cutouts malting eerLain tabs of overlying shingle cover nails. Guide ones (t016 min} 5 114` t133 mmj 14114" t 1I2' tiS mtn) (362 mm) NOTE: Apply nails on painted guideline. Figure 16-6- Fastening- ftsfderttial and hesirleniiad PL shake shingles on loin and standard slopes. 1 1' diameter asphalt roofing cement Flgum 16-7.- Fastening Presidential and Pivsidontlal T/L shake shingles on steep slopes. 6.9.1 Hip & Ridge for Presidential Shake" Presidential Shake'" IR Presidential Shake TL'" Presidential Solariss": 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 (Bari 7" from the bottom edge of the "tooth," rasten each accessory with two. fas- teners. The Listeners must be 13/4" long or longer, so they penetrate either 3/4" Intothedeck or completely through the deck. Presidential accessory comes in lwo different sizes: Accessory produced,in Birmingham,. AL is 12' x 12"; Portland, OR produces 97/8" x 131/4" accessory. 6. 9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NPI "" 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 Crests" IR hip and ridge shingles. 6. 10 HnrrERAsr": LOW, STANDARD AND STEEP SLOPE: F' 19w5,15-9 f'nseodnglGtllems,eptngfpsar Lna• rrrat,5'laurinrd,CloJira For low aatl'iand ird s pos, use rive nails for each tall tlallRt5t5 shingtras Mlrwu a[iI e, Exterior Research and Design, L.I.C. Certificate of Authorization N9503 R FEIC NON-14VHZ EVALUATION 6e' grrn I S.J: TmN uir..tkrlhms JAir{plcv nd $tpCfr.Clol"s F"" ir slr<rp ilnlx., uiC fine u:rils and e"i,id spots of asphalt rixAq cenudt to, each hill a llvry ahingtr As shgi t ;dae$e Appij 1" C'? jmnp 0—vtcr spots <d r 5o ing.Cno" 9rt ('MAt n 4536141u n w1Z, esied) Bader rani uth roeaur, puss shmtre im_o place; Ill, not cspase ccmzue CAIMON'; Tw ntuph nmfutg uvnew can curse shiagh•s'to blister Evaluation Report 3S32.09.05-Rll FL5444- RlO Revision 11: 12/08/2016 Page 10 of 12 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras i ti 2 Figure 15-14; 18 three piece units separate to make 54 Hattelns Accessory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 6.10.1.3 6.11 t J TRINITY ERD erg„ 230 mm) I I I I fast 460 mir j goshLin20460MM) Cap` Cap Cap Shingle Shin gla Shingle 1240 Figure 15-20. Cat Hatteras shingles to make cover cap. Figurel5-21, Installation of caps along Flips and rul es; For ASTM D3161, Class F performance use BASF "Sonolastic® NP1"' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. HIGHLAND SLATET"; HIGHLAND SLATE.'".' IRC LOW AND STANDARD SLOPE: STEEP SLOPE: use Fn'B nails and Etciff spot: of asphalt roofing remene for each ojumn '..;FTo:a i ma full Highland Slate shingle. For :l9at d 0ado, SIC nids are required. Apply r diameter spois of asphalt roofing cement under each tab I: corner. Asphalt roofing cement meeting ASTiai D4586 Type It is suggested. Flgrue 11-J.- Use FAA malts for emery Hlgbiand Slate sbingta lhiar:Delerpquin f'75.mm1 No-M,q tnM+"ed tier tinier ,'— ai:w+mrnow+) — Roon+g Cement Figure 11-3A: Use raw nulls and sigbt spots ofospAu211 roofing cmitent tinder eacb tab corner. CAU710N: Excessive use of rootlug cement can cause shingles to blister. 6.11.1 Hip & Ridge for Highland SlateTM, Highland SlateTM' IR: Refer to instructions herein for Cedar Crest'", Cedar Crest" IR or Shangle RidgeT"' hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 11 of 12 6.12 I PATRIOT*": LOW AND STANDARD SLOPE Use, FMIZ a;li.ls for ewly lidl shill lc kualcd ;Is shmrn bclolt. Saala-:i IF JTRINITYI ERA STEEP SLOPE Use FOR nails and fitur spots of ;ultllall roofing ccnu+nl for even - (kill shinOe as shown belmv, Asph:dt roofing cemcnl nlceiilig ASlN .b4i86 Type 11, is suL,";osied. Apply 1'(2i film) spots of asphAt roolotg cemcnl :u shores. C3U11ON: ESCessive use of rooGq; renx'nt can to hlitiler. i3Smx1 1333iyT:j I:d rmi I • i. _ _ b Rooting Cement 6.12.1 Hip & Ridge for Patriot— Refer to instructions herein for Cedar Crest'", Cedar Crest" IR, Shadow Ridge-, NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table1507.2.7.1 / R905.2.6.1, 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QArequirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11Certificateo/Authorization #9S03 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 t-' 353 CHRISTIAN STREET, UNIT#13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-11111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced. Quality Assurance documentation changes. Trinity IERD requires.a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 r- TTltlilJtrr,7, 41 I'?' • No-5i4'76 4g The facsimile seal appearing was authorized by Robert Nieminen, i T - sylC r P.E. on 12/08/2016. This does net serve as an electronically signed f , AL ors.•: ' document. Signed, sealed hard<opies have been transmitted to the J iarurl,ssa Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinityj ERD does not have, nor does it intendto acquire or will it acquire, a financial interest in any company manufacturing- or distributing products it evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY , ERD ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5th Edition (2014) Florida Building Code and 51h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards, Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL(TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL(TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL(TST 1740) ASTM D3161 03NK29847 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL(TST 1740) ASTM D3161 05NK14836 05/22/2005 UL(TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL(TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (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, LLC. Evaluation Report 3532.09.05- 1111 Certificate of Authorization #gso3 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY' ERa 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT` 25, XTT" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia", Belmont", Carriage House Shangle", Grand Manor Shangle®, Landmark'", Landmark" IR, Landmark'" Pro, Landmark'" Premium, LandmarkT" TL, LandmarkT" Solaris and LandmarkT" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake`" IR, Presidential Shake TL` and Presidential SolarisT" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras", Highland Slate'" and Highland Slater" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge", Shadow Ridge", Cedar Crest", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 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 R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Va,d = 150 mph (V It = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, 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 Vdsd = 150 mph (V It = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. S.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of Va,d = 150 mph (V„it = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 a' fRINII Y # EKD 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 6.4.1 CT20TM, XTT"' 25, XTr " 30, XT" 3.01R: LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 305mm)— (305mil— (305ini)--i 1"(25mm) —Sealant 1"("LSmm)- 5 5/W' (145 aim) 1 5 1&, foi Noi»vod Ffant METRIC r-1"(25 mm) Sealant 1" 25:.n,) Figure II J: Use four nails for eoeiy full shingle.. STEEP SLOPE Use four nails and six- spots of asphalt roofing cement* for every full shingle (Figure 11-4). Asphalt roofing cement meeting ASI'bf D4586 1Tpe 11 is suggested. Rgofing Cement Apply 1"(25 min) spots 61 asphalt rooting cement under each tab comet Figure fI -4: Usefour nails wrd sir spots ofasphalt cmi. i on steep slopes CAUr[ON: Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT20T"" XTT" 25 XTT"" 30 XTT" 30 IR: Cut Shingles 257rrm) I— 2„ (50 mm) Rrmavey Qb- 1`'` ap Cap 3 m} ngle Shingle. figure 11-24: Cut tabs, then trine back to make cap shtrVw Bnglisb dinwislons sboum). 5' 17_ (305mm)—' 125mm)_-- p1a60NE) poi N°iOoe Figure 11-25: tnsiafketion of caps along t1w, hips and ridgac. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1T " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report3532.09.05-Ril Certificate ofAuthorizotion #9503 F8C NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 I ARCADIA'"": LOW AND STANDARD SLOPE Use SIX nails for avert, full shingle loc;tted as sIlown helow. i25 min) Y (25 nunl —r t:aillirs I raau Nnil! u;a figure 2:. lase six uuils fpr ecvrt' firth shingle. s} TRINITY ERD STEEP SLOPE Use SIX. o;dls and FOUR pots of asphalt roofing cement for (wrY fall shill"le as Shown hclow., pply asphalt roofing cement 1"(2i inn) from edge of slrin;dc .lsphalt rtiofinl ceaientmeepng:lSTM D ii 86 I'vpe If is sugs csted. F! rtre 3: Lira six uedlx and fio 1, spots of eisphidi rocmng cement on Steely slopes. 6.5.1 Hip & Ridge for ArcadiaTI: Cedar Crest"", Cedar Crest'"" IR Use two (2), minimum IM-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic" NP11"" 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. t----- LXPcS[KE r "*\ Hand -sealing adhesive 14- 3/4" — '-- Dab of asphalt cement between - shingle layers Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Rll Certificate ofAutborization 119503 FBC NON•HVHZ EVALUATION FL5444-R10 Revision 11; 12/08/2016 Page 5 of 12 i t TRINITY ERo 6.6 BELMONTr""; 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 t" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTk-1 D4586 Type 11 is suggested, aMd.fi n;q gikir rqlag,4 1 ?S r.r ._ r'E^0 rer3 6.6.1 Hip & Ridge for Belmont"": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles 6.6.1.2 Option 2: Shangle® Ridge Figure 17-18.- Shankleo Ridge. f 8" Exposure Remove tape from the right side and fasten SECOVO Fasten the left side FIRST a5/ft RIGHT LEFT Figure 17-19:1uslalkrtiprt q S1?agglo° Ridge sbingles Oil hips and ridges 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic" NP1'""" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 ERD CARRIAGE -HOUSE SHANGLE0 AND GRAND MANOR SHANGLE®: CMD CI tSUG LOW AND STANDARD SLOPE s five nails for every full SImngle. 25 rem) 3 +25 irs+il 5/6" 16 r?un) C220 Item) Figure17--t ksefitenailrfin•ewryfit!(;izrntdalcurnr Sfrnt%, Gmriage lloncu,i'Grmg(e.. ur C;riUeuai<rL41a1c. Gse seven nails .tad three spots of arsphat roofint; Cement for every, till Grand.Mauor Shaaoe. Use rive nails and three spots of asplrall roofing cement for every full Carriage Home slcmAle and Centennial Slate. Apply aisphait roofing.cemom I" (25 aim) from edgerrf Shingle _ A( Tire 17-5). Asphalt roofing cement rneetiog,aS7',ki D45861%pe It is sn0gestud. 25 two 1.. 516" a 5V rl;mmj Jq `.` ( 220 ram! Figtor+ 174i Wbeu wwrilling-r;re mrl Jhm(,rSba ygks rin aloe/ slap .+. rrm serPn Mails and three spoor rfnslrGrr(l "rvrofbrg ce m+ql. Hip & Ridge for Carriage House Shangle® and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARK`"", L.ANDMARK'"'LANDMARK"" PRO, LANDMARK PREPuIiUM, IiAN[)MARKY"' TL, CAND{V1ARK"" SOLARIS,, L ANDMARlem SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12' 1rI3/4" 12" mm) (315 ram) - (305 Alm) - Release Tape tvattable{- Arca LANDMARK TL NorthGate: 13r12.. 13" 13t/2., 343 nim)-----(330 mrn}-- -(3A3 mm)-"- 1" (25 mm) lignrr 1, ?-4: 1,",wfour trails far wety f dt shingle. svlrIt WLING 12"- A;iv'A I-r— 1105 mrrq 315 moil —•- 305 tiaik g L'-=ts' r~ 1' (25 mai} tip^ rallno 1 aµr•r nd I Ire t 1" (25 mrn)—. Na tiny areas for low and standard slopes (f om 2:12 to 21-121, Nal Datrfen gpper g lo-mir t os z Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/09/2016 Page 7 of 12 STEEP SLOPE ltse six nails and four spots of asphalt roofing eemew for every fall laminated -shingle. -See below. Asphalt rooting cement should meet ASTNI t14586 Type il. Apply I" spots of;isph;dt roofing cement un(le each comer and at about 12" to 13" in from each edge. METRIC DIMENSIONS 12" -- -- I4114" .,--12"- 30o nm) (375 mm) (305 wn i r2, nun) Release Tape 1 (25 mm) Nail Area :1----- For Steep -- — -- L,_Fi r2a mm) - - - ++ (25 ntniI` Roolinu Cement I, LANDMARKTL 1" 25 rn NorthGate: STEEP 12" 14-314" SLOPE 1 -(305 mm)- — (375 m NAILINGAREA I NaibAo mm) befiye 11 1 RIi 11 1 F ERD Figure I3-5: Use six nailsandfour spots of aspAW roofing cement oil sleep slopes 12" 305 rr. 1"( 25 mrn) Nailing areas for steep slope& (greater than 21:12) and " Storm-Nalifn!" Nail between lower 2 nail lines as shown above. 6. 8.1 Hip & Ridge for Landmark'" Landmark'" IR Landmark'"" Pro Landmark"" Premium Landmark"" TL Landmark" Solaris Landmark'" Solaris IR NorthGate: 6. 8.1.1 Option 1: Shadow RfdgeTM or NothGate Accessory 12' g7/g 305mm) ( 250mm) 5. 6" 415/16 415/1G— 150m' m) (f50mm) (125m'm) j25mm) for x f 305mm) LEEdge ment to e PreviousL 1 —1 Exposure English Dimension Shadow Ridge"" f Notch for Centering 131/ 4" 37anp) f Notches for -Alignment to 7578 the Top Edge of the. Previous 196mm) Capfar55X(141mm)Exposare i Metric Dimension Shadow Ridge`" 1" nm) Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 Ft3CNON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 8 of 12 TRINITY, i E \4/ 9 21"W; f7S[i a,- 1i 6s12sn71r i 13it8" 168 mm) {168'mm}111 1 33 I'n') I ` !f E Align fhus Centering f r- ldwg to top 7 54 Notch 13114" k sdl t II J , (S8, mmk 337 mm} Align these 518" p:.,notls r;in .. . notches to ro 7 p ( 194 nun) edgeofprevious course. NorthGate Ridge NorthGate Accessory 12" Laying Notch I I' I Exposure Figure 13-20: Usti laying nokbes to center s1iMg#As.on b1ps and ridges, " and'7 i locate4he correct eaposura 6. 8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1"' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 8.1.3 Option 2: Refer to instructions herein for Cedar Crest1m, Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 1r i TRINITY I ERD 6.9 PRESIDENTIAL S'HAKE'my PRESIDENTIAL SHAKET" IR PRESIDENTIAL SHAKE TLT"", PRESIDENTIAL SOLARIST"'' LOW AND STANDARD SLOPE: For low and standard slopes, use five nails for each lull Presidential shingle as shown below. Naling 1• 40-----'—+iGuidelnes (1016MM) 4 14 1/4 ( 362mm) NOTE: Apply nails on painted guideline.. Figure 16"4, Fastening Presidenh'al and Presidential IL shake shingles on lout and standard slopes. STEEP SLOPE: For steep slopes, use nitre nails for each fill Presidential shingle and apply 1, diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in between the nailing guide lines, apply 4 nails 1' above tab cutouts inalong certain tabs of overlying shingle cover nails 1' 1' diarneter'asphalt rooting cernent Ffgare 16--7,, Fastening Presidential and hesidenilal T/t, Shake shingles on steep slopes. 6.9.1 Hip & Ridge for Presidential Shake'"" Presidential Shake'"' IR Presidential Shake TLT", Presidential Solarisl: 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL WESSORY 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." hasten each accessory with two fas- teners. The fasteners must be 0/4" long or (ongeri 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 9,74" x I31/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11""' 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 iiATTERA5'"': LOW, STANDARD AND STEEP SLOPE: F'i nmt5-,>: FrpYi uGrgltnUcrm•,Cfinrgleanu Low wid 9ondard S7olieg 1r)r tot' anti st:mthird slal)es, rue fire nails for each fall Ihpteras shingle as sluxnt tdr)ve. Exterior Research and Design, LLC. Certificate ofAuthoriration #9503 FBC NON-HVHZ EVALUATION hlyi"Y 1i, )' f/t l(•nln IMI/t'ttSS11I"CrLH 9!l .l'rtR fi,vi - For'ecil inftec, o?e five ":tins aoti eight ilms of ,uph:dt roams;; ccbieit(forerrh hdLti:dru rs shin;;l as sluni'ri':diare: ,ifiple 1' t25nw1'ih r odr r'psis of ronfio;-cement t, sm1) iiSb lblx if wg,,C tatii antler rtdt rah couicc i'ress slitq4t Volo plat:'; do rot cxfnise Moot. CAI,1'1'ION: Too much rc"ding cemroi Clip causashiogle, to i,lister, Evaluation Report 3532.09.05-Rll FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 f 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras KA Figure 15-14: 18 three-piece units separate to n'take 54 Hatteras Accessory shingles. 6,10.1.2 Option 2: Cut Hatteras Shingles 91' — 23U Mini) I I 18" (460 mlp) goti 460mm) .. ca. Cap CaCap Shingle Shingle Shingle Shingle 6igure t5-2o: cut Hatterlls,sbingles to wake cover cap. Figure 15-21: Installation of caps along hips and ridges: 6. 10.1.3 For ASTM D3161, Class performance use BASF "SonolasticO NP1 " adhesive or Henkel "PL11 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SlATETm'HIGHLAND SLATE',"' IR: LOW AND STANDARDSLOPE: STEEP 'SLOPE: r no, UseFIVE nails and EIGIrr spots of asphalt rooting cement* W..,each tilt Highland State shingle. for M1ami-Uade, six nits are required, Apply `" diameter spotsof asphaltroofing cement under each tab corner, Asphalt rouang eement meeling AVNI D4iE6'rype it is suggested. ASami-D& iE.tEfjtFirES SIX Mh ( tr:o n2ils inuftloo ov" rcWu tntotd ak aim). T— FaamFDod@;egesrs. Ix n9MG(" lonYl9 alit —to, aA:wt. stnv) Fio ira 11-3i. Use FIVE nails for every I1fgb1and Slate sbbigk Figure 11- 3.i: Use HIT nallt and eight .spots of a pba(troofing mmeoa undar eaeblali corner. CAUTION:,E: ecesstvc use of roofing cement can cause shingles to blister. 6.11. 1 Hip & Ridge for Highland State-, Highland Slate IR: Refer to instructions herein for Cedar CrestM, Cedar Crest" IR or Shangle RidgeT1 hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Ril Certlftcate of Autharization A9S03 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 6.12 I PATRIOTT 4: LOW AND STANDARD SLOPE Use FOUIt nails fur even, full shill ;fc l"7(xUed iIs sl oml below. 45:,Mt) ns TRINITY F ERD STEEP SLOPE Use 1:011R.Itails ;md lour shots of aspllalt roofing cefucul fin' ('Eery full shituic as sht»en b6fiv, Asithsllt rootiu_ cententmce tinr:Itil 1l U lit~(.. T'}she' It is ±u ,esled_ Apply f "(!1 nun) spois of asllh:llt roofiu cement Ls shols'll. f, lLs l I(l v I's cessive use of rcioligg cenien(can (';ruse shf )*c to blister. J.- 3' t1>5 emt to Rooting Ccmeat 6.12.1 Hip & Ridge for Patriot—: Refer to instructions herein for Cedar Crest—, Cedar Crest'" IR, Shadow RidgeT" NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA962S; (414) 24&6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111CertificateofAutharizatior" #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 4/28/2017 Florida Building Code Online BCIs Home 1 Log In I User Registration i Hot Topics. Submit Surcharge 1 Stats & Facts Publications 1 FBC Staff BCIS Site Map Links i Search b i d,-lj Product ApprovaliY,Clio USER: Public User r Product Approval Menu > Pro!Li_qor 4%pr) !cation Search > Aw ica ion _ist > Application Detail FL # FL12194-113 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@aluminumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.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 Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COi ALC15001 Evaluation Report 2014 FBC Q4 T4 Soffits.pdf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code year 1986 https://www.floridalbuilding,org/pr/pr_app dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxA%3d%3d 1/2 4/28/2017 Florida Building Code Online t Product Approval Method Method L Option D Date Submitted 08/27/201S t Date Validated 08/28/2015 Date Pending FBC Approval 09/04/2015 sz Date Approved 10/16/2015 1 `,° r Date Revised 04/05/2017 44 Surinmary of Products rEL # CModel, Number or, Name Description 12194 1 i Alumunum Coils Aluminum Soffit Aluminum soffit I Limits of Use panels Installation Instructions T — Approved for use in HVHZ: No FL12194 R3 II ALC15001 Evaluation Report 2014 FBC 04 T4 j e, I Approved for use outside HVHZ: Yes I Soffits. Ddf Impact Resistant: N/A I Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes I E I Other: See Evaluation Report for limits of use. k Evaluation Reports 1 FL12194 R3 AE ALC15001 Evaluation Report 2014 FBC t Soffits.Ddf 04 T4 x Created by Independent Third Party: Yes V Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850.467-1824 The State. of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic. mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455. 275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: 91 IiA E -, .« Credit 0 Safe se ttrityal TAlcs' httpsllwww. floridabullding.orglpr/pr-app dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxAOI.3d%aid 2/2 1 l:'7 n TECHNICAL SERVICES, LL,C Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710:9.4 Properties: Wind Resistance REFERENCES Emily Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX•003-02-02 AAMA 1402 1986' LIMITATIONS 1. This report is not for use in the: HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the.more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance, with Rule 61G20-3. PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001. FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida. product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKALUMINUM COILS, INC i Soffits ITECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent configuration and 11.1 in2llin.ft and for the 'center vent' configuration.. See Appendix D for dimension drawings. ti= rV1L VEHI ltl' CMiru ycttr 15_SVL11) kIWF1. 12" T4 Soffit Preformed nominal 0.01354ch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the `full vent' configuration and 4.2 in2ft.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 Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein, tt 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 5rh Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tttttt n r i 2015.08.27 No 74021 07:05:00 D.—04f00f 0. STATE OF . 41 O R Zachary R. Priest, P.E. Florida Registration No. 74021 llli t ttt Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not.have, nor will acquire, a financial interest in, any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A Approved Systems (7 pages) 2) APPENDIX B Installation Drawings (12 pages) 3) APPENDIX C Design Wind Loads(4-pages) 4) APPENDIX D Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid: This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. nCREEKTECHNICALSERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: ALC15001 a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o_c. Fastener Fastener Fastener Fastener Location Location l Location l Location 1 c. 16" Q4 Soffit — 16-inch o.c. Fastener Fastener Location Location FL12194-R3 Pape 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. x CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit— 8-inch o.c. Fastener Fastener Fastener Location location Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 164nch' Overhang with F-Channel 16J-# Approved Systems for 164nich Overhang with J-Channel 24F# Approved Systems for 244nch Overhan with F-Channel 24J I Approved Systems for24-inch Overhang with J-Channel Appendix A Approyed Systems'for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width Psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia, nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 3116- 12F-1 16-inch Wood min. 1:25-inch embedment spaced. Wood crown staple spaced 16-inch inch head dia. trim nail 40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 114-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. One .(1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o:c. AL015001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically. addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits AonPnefly A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel No. Width MDP Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Psi Attachment Three (3) min. 314- 12J-1 Max. inch x 1/4-inch crown One (1) min. #8 x 1/2-inch long x 3/8-inch head diameter One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 16-inch Wood staples in diamond screw spaced 16-inch o.c. Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 pattern spaced 24- inch o.c. connecting soffit to J-channel spaced 8-inch o.c.. head dia. trip nail spaced 48- Inch o.c. 64.2 Approved Systems for 164rich:overhang with F-Channel Wail Connection Eave Connection System Panel No: Width. MDP Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap psf) Attachment Max. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 1617-1 12-inch Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced max 0.072-inch diameter spaced max. 8-inch o.c. 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 panel lap inch head spaced 12-inch o.c. Max.Three 3) 1$ ga. 1/4-inch crown x 1- One (1) 18 ga. 114-inch crown x One (1) min. 1.75-inch x 16F-2Wood 12-inch inch le staples in diamond patterngpp Wood 1-inch leg staples spaced max 0.072-inch diameter Wishing nail with min. 3116- 53.3spaced16-inch O.G. 4-inch o.c. and securingeach inch head spacedpanellap 12-inch o.c. 16F-3 Max. One (1) 3/8-inchhead dia, nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x ruin. 25.6incho.c, o c 3/16-inch head dia. trim nail spaced 36-inch o.c. Max. Three (3) min. 314-inch x 1/4-inch One (1) min. 1 3/4-inch long16F-4 16-inch Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/flinch x 0.072-inch dia. x min. 1/4- 27 spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC1.5001 FL12194-R3 r nyG J UI 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor.imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- inch diameter finpnail withmin. 3/18- 43.3 16-inch spaced 8-inch o.c. inch:o.c. and securing each inch head spaced panel lap 16-inch o.c. One (1) 18 ga. 114-inch crown x. One (1) min. 1.75-inch x Max. Three ( 3) 18 ga.1/flinch crown x 1- 1-inch leg staples spaced 4- 0 .072-inch diameter 16F-6 16- inch Wood inch leg staples in diamond pattern Wood inch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o. c. Approved Systemsfor16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/ 4-inch x 1/4-inch One (1) min. 1 3/4-inch 16J-1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/ 4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 16-inch, spaced 24- inch o. c_ crown staple spaced 8- inch o.c. min. 1/4-inch head dia. trip 31.4. nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4. of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg Three (3) 18 ga.1/4- No.2 SYP anchored to staples spaced 12-inch o.c. securing One (1) 18 ga. inch 1/4- One (1) min. 1.75-inch x 24F-1 Max. WOO d inch crown e 1-inch leg staples rafter with one each panel lap inch crown x 1- 0.072-inch diameter 12-inch diamond pattern 1) min. 2.25- One (1) min. 1.75-inch Wood leg staples spaced 8- finishing nail with min. 3116- inch head spaced 80/- 90 spaced t6-inch o.c. Inch x 7d ring shank nail x 0.072-inch diameter inch o.c. 12-inch o.c. 24- inch o.c. finishing nail with min. 3116- inch head spaced 4- inch o.c. One ( 1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One ( 1} 18 ga. 1/4- One ( 1') min. 1.75-inch x 24F- 2 12 nch Wood inch x 11 ga. smooth shank anchored to rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 801 roofing nails aced gp1) 7d x 2.25- One (1) min. 1.75-inch leg staples spaced 8- 3/ 16-inch head spaced 76. 6 16- inch o.c. inch ring shank x 0.072-inch diameter inch o.c. 12- inch o.c. nail 24-inch o.c. finishing nail with min. 31164nch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced Max. One (1) 14 ga. 5/8- No. 2 SYP anchored to 12- inch o.c. securing each panel lap One (1) 18 ga. 1/4- One ( 1) min. 1.75-inch x 0. 072-inch diameter 24F-3 12- inch Masonry inch long T nail rafter with one Wood inch crown x 1-inch finishing nail with min. 80/ 80( spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch leg staples spaced 8- 3/16-inch head spaced inch ringshank x 0.072-inch diameter inch o.c. 12- inch o.c. nail 24-inch o_c. finishing nail with min. 3116- inch head spaced 4- inch o.c. ALC15001 FL12194-R3 Page 5of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ems"• TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg N9.2 SYP staples spaced Three (3) 18.ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F4 16-inch Wood leg staples in Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d-ringinx7 -ring One (1)min. 1,75-inch inch o.c. and securing 3/1 6-inch head spaced spaced 16-inch o.c shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c, securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min, 80/-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c, and securing 3/16=inch, head. spaced 16-inch o..c, inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c, One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 16 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 spaced 8-inch o.c. 1) 7d x 225- One (1) min. 1.75-inch inch o.c. and securing 3116-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c, finishing nail with min. 3116-inch head spaced, 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKiETECHNICAt_.SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection, Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-inch x 7d One (1) 18 ga.1/4-inchNominal1x2 ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 9 a.1/4-inch crown straight -nailed through the rafter into the end staples spaced 12-inch o.c. securing One (1) 18 ga. , _ One (1) min. 1.75-inch 24J-1 Max. rafter with one. x 1-inch leg of the batten or two. (2) each panel lap inch crown x 1-inch x 0.072-inch diameter 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x.7d ring One 1 min. 1.75-inche (1) Wood leg staples spaced finishingnail with min. 3/16-inch head spaced 60 inch x 7d ring pattern spaced 16- shank nails toe- nailed on either side x inch diameter 8-inch o c, 12-inch o.c. shank nail 24inch.o.C. inch O.c, of the batten at each finishing nail with min, b 3/16-inch head spaced interssectioection.. Max. 4-inch o.c rafter spacing is 24-inch o.c. Nominal 1 x2 No.2 SYP scabbed between rafters with one' (1) min. 2.25-inch x 7d One (1) 18 ga.114-inchNominal1x2 ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed through the rafter into the end staples spaced 12-inch o.c. securing One (1) 18 ga.1/,- inch crown x 1-inch One (1) min. 1.75-inch 24J-2 Max. rafter with one x 1-inch leg of the batten or two (2) each panel lap leg staples spaced x 0.072-inch diameter 16-inch 1 min, 2.25- stastaples in diamond min. 2.25-inch x 7d One (1) min. 1.75-inch Wood 8-inch o.c: and finishing nail with min. 53.3 inch x 7d sing pattern spaced 16- ring shank nails toe- x 0.072-inch diameter securing each. panel 3/16-inch head spaced 16-inchshanknailincho.c, nailed on either side of finishing nail with min. tap O.C. 24inch O.C. the batten at each batten/rafter 3/16-inch head spaced intersection. Max. tio. 4-inch o.c. rafter spacing is 24-inch o.c. ALC15001 FL12194-R3 Paae7of7 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 changes2hroughout 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 15 TECHNICAL. SERVICES, L'LC 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 12F-1 & 12F-3 Min. head dim.. nail with min. .,, enyag mant(`cr '+._,cd suL•ec*-ata} or min. 9.057^ dim,. T-nail cr atub n..._l wi,ah min. 5, 2" c :gzgemant l cn: rte epac. ; as acted above. AS'CIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wa o.; C' ncretm Ur Gig. i:Y7+, FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD ##T50 8" X 3/8" STAPLE 1. 6" O.C. L- PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12 PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this "report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC System No. I Installation Detail 3/4' x 1 /4' CROWN STAPLES USING A DIAMOND PATTERN I 12 F-2 F' CHANNEL CAN BE INSTALLED WITH THE NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALC15001 1-3/4' TR(M NAIL PAINTED S.S. 48' O.C. ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER " $DUVE `, .SOFFIT STAPLE DIAMOND PATTERN t 3.r8' SEWEEH( DETAIL i STAPLES FACIA BOARD CAP 3/4'.X 1/4" CROWN STAPLE '8' ON CENTER SOFFIT- raax. 12-3nch span FL12194-R3 1-3/4' TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4' X 1/4" CROWN STAPLE SOFFIT & FASCIA D ETAI L Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC System No, i Installation'Detail, 12J-1 OPEN RAFTER 3/4" X 1/4- CROWN STAPLE -24" ON CENTER VSING A- DIAMONDPATTERN J_— CHANNEL 1 _3/4• TRIM NAIL sc,_. aaed to soffit wi cz one , . 8 x PAINTED S.S. 48' 1/ 2" a:-.3,8" ;L-ead 0-C• 4i..,: reter ;,cieri, WOOD OR BLOCK SUBSTRATE SOFFIT — max. 12-inch span ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE DIAMOND PATTERN i DETAIL FACIA BOARD , tea' er_rvtE'ti!I STMLf: S j ASCiA CAP 3/ 4" X 1/4- CROWN 1- 3/4` TRIM NAIL FACIA BOARD STAPLE " S" ON CENTER PAINTED S.S. FASCIA CAP 3/ 4" X 1/4' CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. y~. TECHNICAL SERVICES. LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail r< I J' TRIM RAIL , I I i—FASCIA BOARD PAINTED S5. , ji i FASCIA CAP 4 SOFFIT 1 1-x}' CROWN STAPLE OPEN RAFTER FASCIA BOARD li nA Sid` taidd 1617-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT L FASCIA F" CHANNEL } DETAIL i, SOFFIT:. MAX. 16' SPAN i MASONRY SUBSTRATE }- ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC am No. I Installation Detail Min. 3!8: head ilia. nail . th min. 11:" ca anument.! or woo.1 subrtr:mta! or m=n. di«. T-ail c.r _4ub..nail wirl.ln min.. 5/3 Lngas"ernent{-_:. cr block aubscre.c<;, spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL wood, concr.t. or Block F FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This. evaluation report is provided for State of Florida product approval under Rule 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. n `, SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERN 3/4' x 1/4' I DETAILCROWNSTAPLES ,' USING A DIAMOND —.- I -e- BETWEEN SIAPL.ES i PATTERN FACIA BOARD FASCIA CAP 16F-4 3/4` X 1/4' CROWN FACIA BOARD 8" 1-3/4' TRIM NAIL STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. T__F_HANNEL CAN 8E PAINTED SS. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4" X 1 DOWN CROWN STAPLE SOFFIT— mar.. 3 5 - _i,ch span WOOD SOFFIT SUBSTRATE. SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 6ot12 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. J BE 1 " TRIM NAIL FASCIA BOARD AAINTEU S.S. FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER I FASCIA BOARD 1`>R CROWN STAPLES j SOFFIT & FASCIA USING A DIAMOND 16F-2 & PATTERN; REFER TO DETAIL SOFFIT STAPLE ^ 16F-6 DIAMOND PATTERN DETAIL _._....__._......_..._.....__._ FASCIA CAP; REFER / \ TO SOFFIT 8 FASCIA 8- DETAIL F' CHANNEL SOFFIT; MAX. 16- i SPAY }! WOOD ATE \ / SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is.provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,. installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC CREEK System No. [ Installation Detail. 16J-1 OPEN RAFTER 3/4' X 1/4" CROWN STAPLE "24' ON CENTER USING A DIAMOND PATTERN CHANNEL 1-3/4' TR(M NA1L`- PAINTED SS. 48" O.C. SOFFIT -max. 16-inch span WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B I 3i irOEiEsw ', SOFFIT STAPLE DIAMOND PATTERN I FACIA BOARD 1 ve uErvEEH jI DETAIL srAPLEs ASCIA CAP 3/4" X 1/4` CROWN 4 TRIM NAIL FACIA BOARD1_3STAPLE "8" ON CENTER / PAINTED S.S. FASCIA CAP 3/4- X 1/4" CROWN STAPLE SOFFIT SOFFIT & FASCIA D ETAI L 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. 4 CREEK TECHNICAL SERVICES, L.LC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t J' TRIM NAiI I FASCIA BOARD PAINTED S,S. t'z CROWN rc FASCIA CAP STAPLE$ SOFFIT I usiNG A. DIAMOND PATTERN: REFER i0 1"r^ CROWN STAPLE OFFlT STAPLE , DIAMOND PATTERN i DETAIL i TRIM NAIL FASCIA BOARD I SOFFIT & FASCIA DETAIL PAIN7ED'5.5. 24F-1 & t 1'e1" CROWN STAPLE24F4 FASCIA CAP; REFER. ii TD SOFFIT & FASCIA \ I DErkll k6nal I X2- SYP 318 Bathen Anchored to SOFFIT: MAX. 24- r- F-CHANNEL ' Ring S. nk one t = i Ring Shank Nail at i _ Avery -Rafter \ HOOD SUBSTRATE I I / i SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No.. Installation. Detail 1 " TRIMNNL FASCIA BOARD PPAINTED S.S. I 1q- SMOOTH SHANK I li ROOF NAILS FASCIA CAP SOFFIT. CROWN STAPLE I 1 i TRIM NAIL PANTED 55. FASCIA BOARD SOFFIT &FASCIA 2417-2 & DETAIL 24F-5 i 1'?{- CROWN S1aPLE i FASCIA CAP; REFER TO SDFfIT i FASCIA DETAIL Nominal 1`x2' SYP F-CHANNEL Batten Anchored to SOFFIT; MAX. 20 Rafters with one yd Ring Shank Nail at every Rafter WOOD SUBSTRATE i ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK F . TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. 1 }' TRIM NAA t I FASCIA BOARD PAINTED S5. I ; Sr --FASCIA CAP SOFFIT 1'4" CROWN STAPLE I 1 1 1. }'` TRIM NAIL -FASCIA BOARD PAP+7E0 S.S. I ! I SOFFIT FASCIA 24F-3 & j DETAIL 24F-6 I 1-4- CROWN STAPLE FASCIA CAP; REFER i TO SOFFIT b. FASCIA DETAIL Nominal,1'k2' SYP flatten Anchored to SOFFIT: MAX. 24' F-CHANNEL Rafters vith ore 76 Ring Shank.NaRat MASONRY- every Batter I I i ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK r TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. i t I }" TRIM NAIL FASCIA BOARD PAtNTEO S.S. 1'1q" CROWN STAPLES USING A OIAMOND FASCIA CAP PATSOF REFER TO CANTILEYEREG 1"r}' CROWN STAPLE SOFFIT STAPLELE DIAMOND PATTERN RAFTER ASOFFiT--j FASCIA BOARD SOFFIT & FASCIA I r TRIM NAa PAINTED s.S. DETAIL 24J-1 & 24J-2 I • I 1•`A}'-CROWN STAPLE / FASCIA (AP; REFER TO SOFFIT b FASCIA DETAIL 3.. t 2" batons scatted n 'A"em andn SOFFIT; MAX. 21' I 3 g• J-CHANNEL eured Fito'-e (t; TB ping. i sf lgfn-nallea through the rafteIran the ed I! W00o SUBSTRATE floeDati notw Io ring soank RaOsce-nailed on either side ofthehaheminthetwlen/tafter m: ersecUon SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, 11, 111, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V it is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or3-ft. ALC15001 FL12194-R3 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. n•i . r.t, CREEK TECHNICAL SERVICES LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits; in Exposure B Building Type ' Zone Mean Roof Height ft Basic Wihd S eed. m h 120 1,30 `. 140 150 1 QO 170 180 190 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 1.6.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.'9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 2T8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 353 40.1 45.3 50.& 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10,8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 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. J LT.ffj TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind'PressuresforSofftts'inUposureC, ` Building Type, _ ; Zone: Mean Roof - Hei' ht ft ' Basic Wind Speed rnh 120. 130 ` , -_ 140 150 160 .. 170 180' _ 190 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30=8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 741.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48..3 754.6 61.2 68.2 75.5 Negative 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 Loads) 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 453 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6' 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20:5 217 27.2 31.0 35.0 39.2 43.7 48.4 Positive 20 1 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 Loads) 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 1.5.1 17.7 20.6 1 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35,0 39-2 43.7 48.4 ALC15001 FL12194-R3 3of4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughoutthe duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D - Building . Type Zone Mean Roof Hei ht ft Basic Wind Speed mph) 120 130 140 , 150, 160 170 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 173 20.3 23.5 27.0 30.7 34.7 1 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20-2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 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 TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel r 118" HEM 15/8" I 3 j 3/4" i 1- — 3/8° ISOMFTRIC VIEW ry&- :A- W ISOMETRIC VIEW 3/8" PROF Kf ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK M TECHNICAL SERVICES, LLC Fascia 3/4"' 7/8" 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKLETECHNICALSERVICES, LLC 16" Q4 Soffit 0.125 T1?., 18' BLANK 3 / 8 PROFILE 2.E25 REF. TYP. a coac oca w10F ILYNFR PAMEN TFUII SC FI LOWERS FORMED IN SNME DIRECTION AS RIBS) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A-'CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit i 3 1/81, 718"1 3 1/8" 7/8" 1 3 1/8" 5/16" \\, I F t 1/2" 1!2" 1/2" 1/2" 1/2" 3/4" t!8" 1!8" 3/8.1 25 TYP, D.125 1YP. 13.35" BLANK 3/8" PROFILE 2.625 .REF. 5D TYP. a ao oo ALUMINUM COILS, INC Soffits Appendix D oaao WIDE LOWER PATTERN (F I I i 3 n LOWERS FORMED IN SAME DIRECTION AS R195; ALC15001 END OF REPORT 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. ff Certificate of Authorization No. 29824REEK17520EdinburghDr 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.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Wails Subcategory: Soffits Code Sections: 1404.5.1, 1710.9A Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3.105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 16' vul ,fi' CFtt,ca v-„r ls- SOLIp Nn,+ 12" T4 Soffit Preformed nominal 0,0135-inch thick; 3105 H-14 aluminum soffit anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5`" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. R. Ihi 2015.08.27 No 74021 07:05:00 r . wanm.aMew nrw a. rd..i STATE OF ••w' 04f00' w O R 5 O S •'` Zachary R. Priest, P.E. i ss •' • • • •'' Q> Florida Registration No. 74021 NA t Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALQ15001 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 accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrateshall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit-4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Loc tion 1 --- Location 1 c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location ALCIS001 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. l CREEKiTECHNICALSERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Fastener Fastener Lorntion Location Location l J -----1 --\1 ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F7# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-9 Approved Systems for 16-inchOverhang with. F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-, Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One ( 1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min, 1 3/4-inch long x 12F- 1 16- inch Hood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16- inch head dia. trim nail t40. 0 24 inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 314-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 2 16- inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0. 072-inch dia, x min. 1/4-inch 48 spaced 24-inch oz. and securing each panel lap head dia. trip nail spaced48- 64.2 inch o. c. Max. One ( 1) 14 ga. 5/8-inch long T nail One (1) min 3/4-Inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072- inch dia. x min. 1/4-inch 48 12F-316-inch Masonry spaced 8-inch o:c Wood crown staple spaced a.c. head dia. trip nail spaced 48- 64.2 anal lapandsecuringeachpanell. inch o.c. ALC15001 FL12194- R3 2of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which, this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. j CREEKr TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 124nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 314-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c.. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems.for 16-inch overhang With F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga_ 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x. Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced max. 0072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch c.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead ilia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 16F-3 16-inch Wood 1.25-inch. embedment spaced 24- Wood crown staple spaced 16-inch 072 inch dia. . x 0x min 3/ 16-inch head dia. trim nail 25. 6 inch o.c. O.C. spaced 36-inch o.c. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F 4 Max. Wood crown staples in diamond pattern Wed One ( 1) min 314-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16- inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 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. 5 r1 a TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16.-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-leg staples spaced 4- flng ninch diameter finishing nail with min. 3116- 43.3 16-inch spaced.8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1-75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staples spaced 4- 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood inch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems.for 16-inch overhang with J-Channel Wall.'Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch 16J 1 Max. Wood crown staples in diamond pattern Wood One(1)min 3/4-inch x 114-inch long x 0.072-inch dia. x 23.5 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC1.5001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. E CREEK TECHNICAL SERVICES, LLC` ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection, Eave Connection System Panel MDP No. Width pst) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x 24F-1 Max. Wood inch crown x 1-inch leg staples in rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 80l-9012-inch diamond pattern m'2.25- 1) in. inch x 7d ring One (1) min. 1.75-inch leg staples spaced 8- inch 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) ga. 1/4- One (1') min. 1.75-inch x 24F-2 Max. 12-inch Wood inch x 11 ga. smooth shank anchored to rafter with one each panel lap WO°d inch crown x 1- 18 inch 0:072-inch diameter finishing nail with min. 801 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch leg staples spaced 8- 3l16-inch head spaced 76 6 16 inch o.c. inch ring shank x 0.072-inch diameter inch o.c. 12- inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x 24F- 3 Max. Masonry One ( 1) 14 T nail inchlongTnailanchored. to rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 801 12- inch spaced 8-inch o.c. p1) 7d x 2.25- One (1) min. 1.75-inch leg staples spaced 8- g 3/ 16-inch head spaced 76. 6 inch ring shank x 0.072-inch diameter inch o.c. 12- inch o-c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALCl- 5001 FL12194-R3 Page 5of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F=Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No*SYP staples spaced Three (3)18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 114- One.(1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072 inch diameter 24F-4 1&inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond. pattern inch x 7d ring One (1)min. 1.75-inch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18"ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x I ga. anchored fo each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x2.25- One (1)min. 1.75-inch inch o.c. and securing 3116-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 244nch ox. finishing nail with min. 3116-inch head spaced 4-inch o.c. One (1)18 ga.114-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry, inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 861-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 311`6-inch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. E E TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved. Systems for24.-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x 7d crown x 1-inch leg No.2 SYP Three (3) 18 ring shank nail straight -nailed through2ih staples spaced One (1) min. 1.75-inch anchored to ga_1/4-inch crown the rafter into the end i1-inch o.c. securing each panel lap One (1) 18 ga. '/.- x 0.072-inch diameter 24J-1 Max. rafter with one x 1-inch leg of the batten or two (2) Wood inch crown x 1-inch finishing nail with min. 6012-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 175-inch leg staples spaced 3/16-inch heads acedpinchx7dringpatternspaced16- ring shank nails toe- x 0.072-inch diameter 8-inch o.c. 12-inchshanknailincho.c. nailed on either side of finishing nail with min, c.c. 24-inch.o.c. the batten at each 3/16-inch headspaced battction. r 4-inch o.c. intersection. Max. rafter "spacing Is 24-inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/flinch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3)18 ga.1/4-inch crown straight -nailed through staples spaced 124nch o.c. securing One (1) 18 ga. ^Y4- inch crown x 1-inch One 1 min. 1.75 inch 24J-2 Max. rafter with one x 1-inch leg the rafter into the end of the batten or two (z) each panel lap leg staples spaced x 0.072-inch diameter 16-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75-inch Wood 8-inch o.c. and finishing nail with min. 3/16-inch heads aced 53.3 inch x 7d ring pattern spaced 16- ring shank nails toe x 0.072-inch diameter securing each panel9P 16-Inch o.c. Shank nail inch O.C. nailed on either side of finishing nail with min.. lap 24 ihch o.c. the batten at each batten/rafter 3/16-inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FCREEK 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 12F- 1 & 12F- 3 Hin. 3i8 heal di a.. nail •.e_cI, min. engag— v5ntc.ifor woc-A suLztrate; or ron. 7..097" d-i;j. T-n;e11 ox stub n:.iil. ui.- h min. 5/4"', r.,ag-aruer.t{ „;r :oucreta ox .. klno'r. auc c;,czacai. asnot'd anc.:c ASCIA SLIP BOARD' FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL woc:d' Concre-te ox D--`. Ck I., FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD # T50 8" X 3/8" STAPLE 16" O. C. S.S. 1 3/ 4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK e TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System ,No. Installation Detail f VW SE,.« ' ', SOFFIT STAPLEOPENRAFTER ,` DIAMOND PATTERN 3/4' x 1/4- CROWN STAPLES I,j g` DETAIL USING A DIAMOND t — NETVEEN ST sPATTERNFACIABOARD + v FASCIA. CAP 1217-2 3/4- X 1/4` CROWN FACIA BOARD 1-3/4" TRIM NAILrr:'F- STAPLE ON CENTER 1-3/4' TRIM NNLJ PAINTED S.3. CHANNEL CAN BE PAINTED S.S, 4E" INSTALLED WITH THE O.C. FASCIA CAP NAILING FLANGE UP OR 3/4- X 1/4- DOWN CROWN STAPLE SOFFIT— ma!_ _ 12-'_.rch span WOOD SOFFlTSUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 2of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK'_ TECHNICAL SERVICES, LLC No. I Installation Detail. OPEN RAFTER 3/4" X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN 12J-1 J—CHANNNEL 1-3/4' TRIM NAIL--+ ter=- ed-co soffit wi n .,za t1 i ka % PAINTED S.S. 48' 1!2" c 3 8" read O:C. diameter sc1 e,., 16, C-c. WOOD OR BLOCK SUBSTRATE ALC15001 SOFFIT—niax. 1?-inch span ALUMINUM COILS, INC Soffits Appendix B j 3TBE` SOFFIT STAPLE DIAMOND PATTERN I FACIA BOARD IA -'e; DETAIL BEn,'M, TAPC£S 1 ASCIA CAP 3/4" X 1/4" CROWN FACIA BOARD STAPLE '$" ON CENTER 1-3/4` TRIM NAIL PAINTED S.S. FASCIA CAP 3/4' X 1/4" CROWN STAPLE FL12194-R3 SOFFIT SOFFIT & FASCIA D ET'AI L 3of12 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 EII. 1 }' rain MAIL/i FASCIA BDaeO PAI4 rE0 S,S. i I FASCIA CAPj. SOFFIT OPEN RAFTER 1 iI I 1-q' CROWN STAPLE i FASCW BOARD 16F-1 SOFFIT & FASCIA16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT X FASCIA F" CHANNEL--,-" HANNEL DETAIL SOFFIT; MAX. 15- Iliy ' SPAN MASONRY--^' ' SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES. LLC. No. I Installation Detail an. 3fti" 3.j r i.a ,l1.3s1GPl fain IV„ nGa_,, emenr t-or >tra- C... dia. T-na:l or sttiti n.a l with min. 5'j3" sx.iJeman:r f.. ,: c, icrar;z or block ubs.tratel:. sr, cad as ncted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT ( OVERHANG WIDTH VARIES) 16F- 3 I I I I "„ „ F CHANNEL PIc._ d, conc—t, FASCIA LIP 1 /4 STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. S. S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 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 ADDendix R System No. Installation Detail OPEN RAFTER t V STRETVEEN SOFFIT STAPLE 3/4' x 1/4' ; DIAMOND PATTERN j 1-1CROWNSTAPLES ' DETAIL USING A DIAMOND 3/1r 5ETyCE14, PATTERN FACA .BOARD STAPLES JJ 16F-4 FASCIA CAP 3/4" X 1/4" CROWN 8' 1-3/4" TRIM NAIL FACIA BOARD STAPLE ON CENTER 1-3/4' TRIM NAIL] PAINTED.S.S. F" CHANNEL CAN BE, PAINTED S.S. 48" INSTALLED WITH THE O.C. FASCIA CAP NAILING FLANGE UP OR DOWN 3/4" X 1/4" CROWN STAPLE WOOD SOFFIT—ntax. 16-_t:ch spar_ SUBSTRATE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 Fl 121 N4-R3 a a o N s Nivviaea rot orate or viontla product approval under Rule, 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J" TRIM HAIL , FASCIA BOARD PAINTED S.S. IFASCIA CAP SOFFITCROWN STAPLE OPEN RAFTER Tj7-> FASCIA BOARD 1-,j' CROWN STAPLESSOFFIT FASUA USING A DIAMOND DETAtLPATTERN; REFER. TO 16F-2 SOFFIT STAPLE 16F-6 DIAMOND PATTERNDETAIL__. FASCIA CAP; REFER TO SOFFIT d FASCIA 3„ \ DETAIL g F" CHANNEL-----"" 3/8" SOFFIT; MAX. 16" I SPAN WOOD SUBSTRATE I SOFFIT STAPLE DIAMOND PATTERN ALCI5001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a t... ll, ',TECHNICAL SERVICES, LLC CREEK System No. I Installation Detail 16J-1 3/4' X 1/4" CROWN STAPLE "24' ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER f I E 38 SEEN ` SOFFIT STAPLE O1ST DIAMOND PATTERN DETAILEvrfACWBOARD 1_ fETVEErt/ v sr rti[s FASCIA CAP 3/4" X 1/4' CROWN 1-3 4 TRIM NAIL FACIA BOARD STAPLE "8" ON CENTER / " 1-3/4' TRIM NAIL PAINTED S.S. PAINTED S.& 48" AO.C. FASCIA CAP 3/4- X 1/4" FITSOF—rna:c. lc' -inch swan CROWN STAPLE SOFFR SOFFIT & FASClA 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 otherproductattributesthatarenotspecificallyaddressedherein. d CREEK TECHNICAL SERVICES, LI_C ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t J- TRkM NAIL l ) FASCIA BOARD PAINTED S,S. i 1_ I'e- CROWN FASCIA CAP STAPLES. \\ SOFFIT r— USINO A DIAMOND PATTERN: REFER TO 1-4- CROWN STAPLE SOFFIT STAPLE DAMOND PATTERN i DETAIL 1 J- TRIM NAIL FASCIA BOARD PAINTED S.S. L SOFFIT & FASCIA j DETAIL 24F-1 & 24F-4 Yx2- CRDWN STAPLE FASCIA CAP; REFER I TO SOFFIT L FASCIA \ I. DETAIL / 3- 8 Rommelith SrP 1 3/8jBattenAnchoredPoSOFFIT; MAX. 24' ( jF-CHANNEL Ratters with orteTd — Rig Shank Nail at — W000 SUBSTRATE every Rafter SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61:G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLCZj ALUMINUM COILS, INC Soffits Appendix B System.No. Installation Detail 1 f" TRIM NAIL ; J 1, FASCIA BOARD PAINTED S.S. 1 i-j- SMOOTH SHAxK fJ if FASCIA CAP IROOF. NAILS SOFFIT 1"' CROWN STAPLEI t 4 I 1=' TRIM NAIL_ PARtiE, 5.5: FASCIA BOARD I SOFFIT & FASCIA 24F-2 & I DETAIL 24F-5 174' CROWN STAPLE FASCIA CAP.; REFER TO SOFFIT i FASCIA DETAIL Nctri l 1"a2' SYP F-CHANNEL BaNen dnchored to SOFFIT: MAX. 24" Rafters with one )d Ring Shank Nail at Query Rafter WOOD SUBSTRATE I 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. ICREEK f TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i1t 1 }' TRIH NAIL / f FASCIA BOARD PAINTED S.S. u 14,GA,j- T-NAILSI,—FASCIA CAP SOFFIT , ` CROWN STAPLE I 1 }" TRIM NAIL I PAINTED S.S. - FASCIA BOARD. SOFFIT & FASCIA 24F-3 & i DETAIL 24F-6 I 1'r,'' CROWN STAPLE ' FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL Ne¢ral 1'K2' SYP Batten, Anchored to SOFFIT; MAX. 24" F-CH,ANNEL Natters pith one 7d Ring Shank Nailat every Rafter' HASONRY I ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. w TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 i" TRIM NAIL \ ( FASCIA BOARD I"7' CROWN PAINTED S.S. 1 STAPLES FASCIA CAP USING A DIAMOND SOFFIT PATTCRN: REFER TO I, SOFFIT STAPLE CANTILEVEREO I( `1'e}" CROWN STAPLE DiAM0110 PATTERN RAFTER DETAIL l FASCIA BOARD I }' TRIM NAIL "\— FASE14 SOFFIT & FASCIA 24J-1 & PAINTED S.S. DETAIL 24J-2 I Is CROWN STAPLE CAP; REFER -^— TO SOFflT t FASCIA DETAIL \ N Hbb.i". t- a e SYR battens , 8 stabbed tith o en 2Aers Ana SOFFIT; MAX. It' 1 It-- 318 7-CHANNEL sea; k hall st one ( n 70 tiny snank naA Slraigh2hailetl through the roller In:o the end / WOOD SUBSTRATE—ttvcTtheba1!en op o (2)7d sharing nk naitS tcc-nailec oneitherSideofItDaheratthe ba,tmTatter irt(e wuon SOFFIT, STAPLE CIIAMONO PATTERN ALC15001 FL12194-R3 Page 12 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 orqualityassurancechangesthroughoutthedurationforwhichthis, report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. c'.CREEK Iw " TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, 11, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for wallstsoffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Vult 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 Annendix C Design-Wind,Pressures for Soffits in Exposure B Building' Type Zone Mean Roof Height (ft Basic Wind Speed 0' ed mh . 120 130 140 150 1.60 170 180 . 190 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 3Q.0 33.8 37.9 42.2 46.8 4 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 1 -21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 Enclosed 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Negative 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Loads) 20 20..8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 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 Enclosed 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Positive 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Loads) 20 10.8 12.7 14.7 16.9 10.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 1 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 productattributesthatarenotspecificallyaddressedherein. iCREEKL1TECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design WindPremres•for SoffitsJn Exposure C Builtling Type Zone Mean HeR htfft Basic ,Wind Speed hih 120 130 140 150• 1.60 170 180 190 200.: 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45A 50.9 56.7 62.8 3. 0 23.6 27.7 32.1 36:9 41.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20:6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 5 30 15.1 17.7 20.6 23.6 26,9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 1 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 1 17.4 20.5 1 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout 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. jCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design' Wind Pressures for Soffits in: Exposure. D Building Type Zone Mean HeiI htf ft Basic Wind, Speed mph) 120 130 140 150 160 170. , 180 1.90 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 4 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 Enclosed 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Negative 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 789.1 25 33.3 39.1 45.3 52.0 59.2 66.8 1 -74.9 83.4 92.4 5 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 1 35.9 40.2 44.8 49.7 40 18.8 22A 25.6 29.4 33.4 37.8 42.3 47.2 52.2 Enclosed 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49,1 54.4 Positive 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 5 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44A 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 :j ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, L-LC 3/8" F-Channel f 3/4" --+- 3/8" J-Channel r 1/8" HEM i 5/8" T1 i 3 /!4" r 3/8" ALC15001 FL12194-R3 ISOMETRIC VIEW ale" PROFILE ISOMETRIC VIEW 3/8" PROFILE ALUMINUM COILS, INC Soffits Appendix D 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4"' 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 18' BLANK 3 / 8 PROFILE C1 1DC ao o ao o LOUVERS_ FORMED IN SAtNE: DIREUDON.:.AS PoES). ALUMINUM COILS, INC Soffits Appendix D ALC1500.1FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule-61G20=3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report, does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed' herein: 5 t'r CREEK TECHNICAL. SEf2VICES, LLC 12" T4 Soffit 3 1/8" 7J8" 3 1/8" 7/8" 5/16" 3/4" 1/8" 1/$" 3±/88"/- 13.7:5" BLANK 3/8" PROFILE 2.625 REF.. 50 TYr. 2! 'nP. 6;125 TY. ALUMINUM COILS, INC Soffits Appendix D U Ell, I ac a 1 n r I a 1Y10 t plAJi"R PATTERN (F tL1 S nFl 4QWER5FqyE2. SAME DIRECTMN AS RIBS, 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. 4/28/2017 Florida Building Code Online BCIS Home Log In User Registration Hat Topics Submit Surcharge Stats & Facts i Publlcatlons FBC Staff ; SCiS Site Map i Links ± Search i. T ,r Product Approval l:USER: Public User v Product Approval Menu > Product or App irK on Search > ijti lic ist > Application Detail FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardle.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ri Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 0110112018 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 ASTM E330 2002 Equivalence of Product Standards i Certified By Florida Licensed Professional Engineer or Architect I t FL13192 R4 Equiv ASTM C1186 Equivalency Sioned.od6. https://www.floridabuilding.orgipr/pr app_dtl.aspx?param=wGEVXQwtDgtsk°/`2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 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 Summ"ary of_Products. L # I Model, Number or Name Description 13192.1 i Cemplank Lap Siding jflber-cement lap siding____-_-------..._._...._.._...__._.____.._..___._.....__........_---._---_-----.._._._._....._.___..---...._._.__.___...._._. Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 II ER RIO-2553-15 Plank metal wood odf Approved for use outside HVHZ: Yes FL13192 R4 II ER RIO-2557-15 Plank Sbingle CMU odfImpactResistant: N/A FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathing.odf iDesignPressure: N/A F 113122 R4 II Install C mPlank Siding.odf Other: For use in HVHZ install in accordance with NOA 15- 1FL13192 R4 II NOA 15-0122 04pdf 0122.04. Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports i FL13192 R4 AE ER RIO-2553-15 Plank metal wood,pdf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathino odf j FL13192 R4 AE NOA 15-0122 04 r)df Created by Independent Third Party: Yes 13192.2 HardiePlank Lap Siding " Limits of Use Approved for use in HVHZ:. Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 15 0122.04. 13192.3 HardieShingle Individual Shingles 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 lap siding Installation Instructions FL13192 R4 II ER RIO-2553-15 Plank metal wood odf FL13192 R4 II ER 11I0-2557-15 Plank Shingle CMU odf FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathing ndf FL13192 R4 II Install Hardie Plank Siding ndf FL13192 R4 II NOA .15-0122 Oq_pdf Verified By Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood bdf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing odf FL13192 R4 AE NOA 1570122 04 odf Created by Independent Third Party-: Yes fiber -cement individual cladding shingles Installation Instructions FL13192 R4 II ER RIO-2555-15 Shingle metal wood odf FL13192 R4 II Install HardieShingle Siding.odf 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 Created by Independent Third Party: Yes 131921.4 ( HardieShingle Panel i fiber -cement. notched shingle panels (straight "edge, — staggered edge, half round edge) Limits of Use } Installation Instructions — Approved for use in HVHZ: No FL13192 R4 II ER RIO-2555-15 Shingle metal wood odfApprovedforuseoutsideHVHZ, Yes FL13192 R4 1I ER RIO-2557-15 Plank Shingle CMU odfImpactResistant: N/A i FL13192 R4 II Incrau HardieShinglSiding.ndf DesignPressure: N/A Verified By: Intertek Testing Services NA Ltd. Other: Created by Independent Third.Party: No I IEvauationReports I i FL13192 R4 AE ER RIO-2555-15 Shingle metal wood odf r FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU odf Created by Independent Third Party: Yes 3T_... - _ - ----- - -- — -- - ------ - v 13192.5 ! Prevail Lap Siding I fiber cement lap siding i Limits of Use I Approved for use in HVHZ: Yes Installation Instructions FL13192 R4 II ER RIO-2553-15 Plank metal wood odf httpsJ/ www.floridabuilding.org/pr/pr app dtf.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 213 4/28/2017 Florida Building Code Online Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 15- 0122.04. FL13192 R4 II ER RIO-2557-15 Plank Shingle CMU.pdf FL13192 R4 II ER PIO-2577-15 Plank to WSP Sheathing ocif FL13192 R4 II Install Prevail Lao Sidingolf FL13192 R4 II NOA 15-0122.04,pdf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL1.3192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL1.3192 R4 AE ER RIO-2557-15 Plank Shingle CMU,pdf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.pdf FL13192 R4 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Conydeht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity, Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487,1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., pleasedick her . Product Approval Accepts: CEfck Credit Carol Safe https:/ lwwv.foridabuilding.orgtprlpr_app dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 3/3 Florida Approval 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. s , " ii t m EFFECTIVE . ;1 NSTALLATION REQUIREMENTS - PRIMED & COLORPLUS" PRODUCTSy'pitn,Ifort! emost recentversion. SELECT CEDARMILL" • SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL`" ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT: FAILURETO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOiD THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONE"" PRODUCT INSTRUCTIONS. INSTALLATION OF HZ10@ PRODUCTS OUTSIDE AN HZ10r!) LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE"' APPLIES TO YOUR LOCATION, VISIT WWWHARDiEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: I 0 CUTTING INSTRUCTIONS Store flat arid keep dry and covered prior i OUTDOORS INDOORS to installation. Installing siding wet or 1. Positiai rutting station so hitwind will blow dust away from user t . Cut onlytrsing score and snap, or shear., (manual, electric or pneumatic). saturated may result in shrinkage at brill and others vl wkiiig area. 2. Position cutting station In yell-veridlated area joints. Carry planks on edge. Protect 2. Use one of the lolhving methods a. Pest: I. Se: ore and snap edges and corners from breakage. James R. Shears (manuA,electr'c orprxatmacd NEVER use a pwr saw indoors Hardie is not respons! blo for damage b. Better: 1. Dust reducing dreular -saw eryiipped with a NEVER use a circuFx saw blade fhat does nol c rry the I4ardiePlade. sa v blade trademark caused by improper Storage and handling HardieBladel mw blade and FEPA vacuum srdracticin NEVER dry sweetp- Use vet suppression or HEPA Wcuum of the product c. Goad: I. Dust reducing ocular saw :with a Hardio6lade saw NA k i (ally use, for law to nurdeiale culling) Import[uit Note: fix maxitrurm nmtectial (lamest r pia6lu dust prcc >ctinn)„fa nos tfLT1iH rP,Cpm PP kiS yway314SY1g "Best" in ei rl ttnq mettlafs when fpasbk . ai NiOS -I- oved res raters can be used in conjunction with above cutting aeon p j g practicetofuMerreducedustexpmu es. Additional exposure infornetbn is available g ' x at vnvw.jameshardie.comto help you determine the inoi appropriate carting nxthal fa ourjab requi en znts. If concern st81 exists about expsure leek a eu industrial hygenist Janes Hardie for 4uther untankdipn. do not comply with the abovepradires, }ou should always consult a qualified or contact sw1=5 GENERAL REQUIREMENTS: HardjePlank' lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o or directly to minimum 7/16" thick OSB sheathing. See general fastening requinernentS. Irregularities in framing and sheathing can mirror through the finished application. Information on installing James Hardie products over foam can be located in. JH Tech Bulletin 19 at www, jamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building cede requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrapr Weather Barrier, a non -woven non -perforated housewrapt, 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 withlocal building; codes - typically a minimum of 6" in the first 10'. Figure 1 Double wall Single Wall Do not use HardiePlank lap siding in fascia or tom applications. Construction Construction Do not install James Hardie products, such that they may remain in contact With standing water water -resistive barrier let -In bracing HardiePiank lap siding may be installed on flat vertical wall applications only. prytiwod 24° p.c.mar.' For larger projects, including commercial and multi - family projects, where the span of the _ D£dSsneantinQ - _ l wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of tile product in their design. r ! These values can be found in the Technical Bulletin "Expansion Characteristics of James Hardie" Siding Products" at wwvv.JamesHardie. com. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie" Products. INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options are required by code (as referenced 2009 tRC R703.3.2) A. Joint Flashing (James Hardie recommended) B. Caulking' (Caulking is not recommended fr_ for ColorPlus for aesthetic reasons as theCaulkkingandColorPluswillweatherjointdifferently. For the same reason, flashin donotcaulknailheadsonColorPlus products.) H" jointer cover Figure 2 Nail line( if nail line is 141, present place fastener between3fa' R. i"tram top Nail 3h3" boon of ptaniq ertQa of rear HardieZono" Har6ePlarR'siding a/ S(afl planks in moderate contact at butt jUnis Install a 1 114" starter strip to ensure a cuns6lent plank angle leave approprlale gap between planks and trim, then cauik." Note: Field painting over caulking may produce a sheen dfference when compared to the field painted PrimePius. `Refer to Caulking section in these instructions. For additional information on HardielVrap'Weather Barrier, consult James Hardie at 1-866.41lardle or vewr.hardlewrap.corn WARNING: AVOID BREATHING SILICA DUST James hard0 products contain respirable crystalline silica, which is b:osn to the State of Caflor m to cause cancer and is considered by IAHG and NIOSi to be a cause et cancer from same occupational sources. Dreathing excessive amounts of respirable silica dust can also cause'a disalAng and potentially fatal lung disease called silicosis. and has baen linked wth other diseases. Sproul studies suggest snmkilg lnny mere ino [hose ri:As. Dll-'lpQ insGr?lalum oRtrutdGng: (1) work ut addax avers withant(dr. venlii;dion; l2) use fihrrrerm:rrt rdrr<ars fnrruiletg or, where. nntfea ale; tsr. a Hardie[kade" ti<nvpGada and dust -reducing pl(CU!ar saw attached to a HEPA vacuun; (3) wram others in the inunediale are; it) wear a properly-fuled, NOSH-appra ed dust mask or respirator (e.g. N 135) In accordance with applicable governmentrogulatiunsand manufaeturorInstructionstofur0lcHlimit .resphablesilica exposure;. Dunngseno-up,useHEPAvecuurnsorwetcleanupmethods- roverQrrsweep. For fuMerin!armalion,reror to our i,utai'aLa1 ulsIm,.Iioiu and Matarial Salety Data sleet available at wwsv.jameshaidle.com or by caring 1-800-9HAADIE (1-800-y42-7343). FAILURE TO ADHERE 1'0 OUR WARIIINGS, MSCS, AND INSTALLATION II4STRUCTIONS MAY LEAD TO SERIOUS PEISONAL INJURY OR DEATH. = t'A*' 1Ov CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding Z-Flashing ' Asr uired IRO,Code rnm An x 4" Do not caulk , in. 1"-2„ i z r Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry x Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension1PPr=lnPnr!m in N77/1i Flashing r e, FASTENER REQUIREMENTS - Blind Nailing is the preferred method of installation for HardiePlanka lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please see JH Tech bulletin 17 for exemption wren doing a repair). Pin -backed corners may be done for aesthetic purposes Only. Pin -backs shall be done with finish nails only, and are not a substitute for blind or face nailing. BLIND NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221 " HD x 2" long) 11 ga. roofing nail (0.121" shank x 0.371 " HD x 1.25" long) Screws - Steel Framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x 0.375" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F Panelfast nails or equivalent (0.10" shank x 0.313" HD x 1-1/2" long) Nails must penetrate minimum 1/4' into metal framing. 0SI3 minimum 7116" 11 ga. roofing nail (0.121" shank x 0.371 " HD x 1.75" long) Ribbed Wafer -head or equivalent (No, 8 x 1 5/8" long x 0.375" HD). Stud O C2 max InF'' 777 Nail Line Blind Nail i Water Rnsls6ve 1 114rn in. Bawler Overlap FACE NAILING Nails - Wood Framing 6d Al 13" shankx 0.267" HD x 2" long) Siding nail (0.09" shank x 0.221" HD x 2" long) Screws - Steel Framing Ribbod Bugle -head, or equivalent (No. 8-18 x 1.5/8" long x 0. 323" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10" shank x 0.25" HD x 1-112" long) Nails must penetrate minimum 1/4" into metal framing. OSB minimum 7/16" Siding nail (0.09" shank x 0.221" HD x 1-1/2" long)" Figure 15 1 Figure 16 Minimum overlap for Both Face and Blind Nailing f l min_ 1 1!4" 1 overlap stud 24 — O. C.max i i i 1 114" nun. r" ' L Overlap 3/ 4"-1' race nag water resistive bawler Laminate sheet to be removed immediately after installation of each course for ColorPlus" products. When face nailing to OSB, planks must he no greater than 9114" wide and fasteners must be 12" o.c. or less. Also see General Fastening Requirements; and when considering alternative fastening options refer to James Hardie's Teclmicat Bulletin uSTB 17 - Fastening Tile for HardiePlane Lap Siding. HS11119- P2/4 6113 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO 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 HardieTrim Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IRC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads.- NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing, Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig, B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace naili. NOTE: Whenever a structural member is present, HardiePiank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). countersunk, snug flush fill & add nail DO NOT DO NOT Figure A Figure B under drive nails staple PAINTING DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie`' Products. James Hardie products nil be painted within 180 days for printed product and 90 days for unprimed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paint nlanufachhrers 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 LeIOrPIUS products. CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM 0834. 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. COLORPLUS'i'TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie© CoiorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes.and nail heads using the ColorPlus'-Technology-touch-up applicator.Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePlank• lap siding with ColorPlus Technology: Laminate sheet must be removed immediately after installatinn of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus' product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third parry touch-up paints or paints used as touch-up that: are not James Hardie touch-up will not be covered under the James Hardie ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIEC' SIDING AND TRIM PRODUCTS WITH COLORPLUS'T' TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt; or mildew Repriming Is normally not necessary 100% acrytic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardieo Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature DO NOT caulk nail heads when using Colod'lus products, refer to the ColorPlus touch-up section HS11119-P',Y4 6/13 COVERAGE CHARTIESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANK° LAP SIDING WIDTH SQ 0so= fee sq.r1.) exposure) 5114 4 6114 5 7114 6 71l2 6114 8 6314 8114 7 9114 8 91/2 8114 12 10314 1 2 25 50 20 40 17 33 16 32 15 30 14 29 13 25 13 25 9 193 4 75 100 60 80 50 67 48 64 44 59 43 57 38 50 38 50 28 375 6 125 150 100 120 83 100 80 96 74 89 71 86 63 75 63 75 47 567 8 175 200 140 160 117 133 112 128 104 119 100 114 88 100 88 100 65 749 10 225 250 180 200 150 167 144 160 133 148 129 143 113 125 113 125 84 9311 12 275 300 220 240 183 200 176 192 163 178 157 171 138 150 138 150 102 11213 14 325 350 260 280 217 233 208 224 193 207 186 200 1663 175 163 175 121 13015 16 375 400 300 320 250 87 240 256 222 237 214 229 188 200 188 200 140 14917 18 425 450 340 360 283 300 272 288 252 267 243 257 213 225 213 225 158 15719 20 475 500 380 400 317 333 304 320 281 296 271 286 238 250 238 250 177 186 This coverage chart is meant as a guide. Actual usage is subject to variables such as building design. James Hardie does not assume responsibility for over or under ordering of product. RECOGNITION:In accordance wh ICC-ES Evaluation Report ESR-2290, HardlePankO lap siring Is recognized as a suitable aftemate to that specified in the 2006,2009,&20 12 International Residential Cade for One - and Two -Family Dwellings, and the 2006, 2009, & 2012 International Building Code,. HardePlank lap siding is also recognized fa application in the following: City of Los Angales Research Report No. 24862, State ofFloridalistingFLY889, Dade County, Florida NOA No. 02-0729-02, U.S. Dept. of HUD Materials Release 1263c, Texas Depaften t of Insurance Product Evaluation EC-23, Gty of New York MEA 223-93-M, and CaliforniaDSAPA-o19. These documents shoukl also be consulted for additional information concerning the suilahirdy of ibis product for specific applications. V 2013 James Hardie Building Products. All rights reserved. Additional Installation Information, TM, SM, and O denote trademarks or registered trademarks of James Hardie Technology LMled.L'5isaregisteredirademark Warranties, and Warnings are available at Ja es ar ieofJamesHardieTechnologyLimited. www.jameshardle.eom Panelfast is a registered trademark of ET&F Fastening Systems, Inc. HS11119-P4/4 6113 MIAMI•DADE MIAMi-DARE COUNTY e PRODUCT CONTROL SECTION 11805 SW 26 Street, Room208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE AD1IINISTRATION DIVISION 1' (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/eeonomy James Hardie Building Product, Lte. 10901Elm Avenue' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable roles and regulations governing the use of construction materials. The documentation submitted has been reviewed anti 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 (late stated below, The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other titan Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform. in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cent" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail. Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSoffit, Cei nSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section, MISSILE IMPACT RATING: Large'and Small Missile Impact Resistant LABELING: A permanent label with the mantifacttirer's name or logo, Plant City, Florida, and the following statements: "ASTMC 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710,9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 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. UP -era, P.E. NOA No. 15-6122.04 MtnrtaoaoacourtTy :Expiration Date: May 1, 2017 Approval Date: April 9, 2015 3 f 0 015 Page 1 t73 l James Hardie Building Products Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSofftt Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald 1. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" I. Test reports on l) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. I ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 &'203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5ch edition (2014) FEC issued by RonaldI. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. Carlos M._ Utrera, P.D. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 E 1 Appz•oval Date: April 9, 2015 V11ALL IFNGTI? Stud Spacing at IY O.C. B-4-, I . I J 4EIGFITaaea >7 17 r z I^Q i.i ; yIj 318" Minimum Edge Distance RETAIL Sheathing fastener, as described in Note 1 x \ Panel fastener, as described in Note 2 C1 w 17// HardiePanel, Gempanel, No i Ae /T- Prevail Panel Siding ram 1 Water-resistive barrier per Florida Building Code Section 14042 518" 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 i he wan and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 518" thick 15 ply APA rated plywood sheathing in accoadancewith Florida Buildi:ig Code Section 23223 Water,resistive barrier per Florida Scalding Code Section 14042 z x 4- S-P-F Wood Studs HardiePanel, SECTION B-8 Cempanel, Prevail Panel Siding PRODUCT DESCFaP?ION Har iePanel®, CempaneM, & pCevaii® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. PANEL [Z1WE- S-IONS Width Length Thickness 4 S9,10' 5/16" DESLGN 1-9QS_S_U_R9 F2AT N-Q Installation Design Pressure Wood Studs -76 psf Impact Resistant - Planks installed over 518' thick / 5 ply APA rated plywood sheathing HARDIEPAN IE9JCEMPANE-LPREVAIL PANEL SIDING 1NST LLLA-UQN 11?ETASLSAllirationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturerr.l ls installation recommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePanel, Cempanei, Prevail Panel Sidug wiU be installed shall be designedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsof this N. OA dote13StS" thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322-3. APA rated plywood sheathing supporter Thesidingpanelsshallbeinstalledover518' thick 15 ply byaminimumof2"X4" S-P-F wood studs spaced a maximum of 16' O.C. Note2] The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" O.C. at panel edges andintermediatestuds-, the fasteners shall be driven through the 5W thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fastenersshallhaveaminimumedgedistanceof3J8" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, !no. 10901 Elm Avenue Fontana, CA 92337 nio pVUG NO REV PNL- PLK-SOFF Fax 909 427-0634 A Creator. F- Gonzales SCALE 1/2" =1 0 Date. arzar2ol s 1 OF 12 Fastener Spacing per Florida Cladding Building Code Section 2322.3 16.00in. Framing l mem=REVISED Fastener Spa' cingper Florida .I Sheathing eoowpiy* withThe FlaridYa Building Code Section2322.3 Bw&M2 CO& Aompunlic No PfuductCmxd RODU rBEVLSFD ffi coavaying with the FkwidmAcmwCww= Nap 111, 24, 17 Oil FR_ A_ M1NG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" 0_C. FASTENED WITH 3-' U2" 16d COMMON NAILS (2 PER TOP AND FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALLAND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SH1=A_ T_H[NG NOMINAL 5/ 8" THICK IS PLY APA RATED PLYWOOD ` HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLOMDA BUILDNG CODE SECTION 2322.3 INSTALLATION DETAILS WOOD STUD CONSTRUCTION C1 1DDI, N-P THE PANEL IS FASTENED NTH 2" LONG, 0.223" HEAD .fames Hardie Building Products, Inc. DIAMETER, 0. 09Z' SHANK DIAMETER, CORROSION e 10901 Elm Avenue RESISTANT SIDING NAILS, PLACE NAILS 6" O.C_ AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 90935& 6300 s FSCaa NO owc No RE Fax 909- 427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales JSCALE t"= r o" • Date:4J24=13 SHEET 2 OF 12 ii I T"I WALL J. HEIGHT i i i i• 3 DETA-1LA HALL LENGTH Stud Spacing at 16" O.C. wsh ttie Ftm-idti 3/8" Minimum Edge ok fr' r OGA No. STATE Z.O'`., FLQfitQ SEE PRGDJC? DESCRIP''i0i( HardiePanel(D, Cempanele, & PYevalIG DETAILA Panel Siding materials are nonasbestos fiber -cement products tested in plS thick ! 5 ply APA rated accordance vrith ASTM C1186 Grade It, to met a sheathingdfastened Type A and meeting the requirements otometalstudsasdescribedtheFloridaBuildingCode. in Note 1 PAAlEL D IV!)=NS{OtJS Water -resistive Vttdthi Length Thickness barrier per Florida 4! 8 g,10' 5116, Budding Code Section 14042 D'E_5_IGN=,ESSL%F2.1:_RATtNG Installation Design Pressure 20ga, 3-5/8" X 1.5/8" Metal Studs -104 psf Metal C-stud HardiePanel, lmpactResistant— Panel installed over 5/8" thick / 5 ply CgJOrPrevail S. f 6 ce Prevail Panel APA rated plywood sheathing ailPPaDistanceNails at 6" O.C. (typ.) Siding Sheathing fastener, as described in Note 1. de Panel fastener, as described in kb -.0 Note 2 HardiePanel® Siding VJater-resistive barrier per Florida Building Code Section 1404.2 518" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 209a, 3- 5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. HAPDIEPANEL gEMPANE. L PREVAIL PANEL SIDING ttySTALLATIO[V_DETAILS All installationsha11bbedoneinconformancewiththisNoticeofAcceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O. A. Note 1] 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6'oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-58" X 1-5/8" Metal C-s`s.ids spaced a maximum of 16" O.C. Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" long' ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating.rnetal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, _Inc, 10901 Elm Avenue Fontana, CA 92337 saE FSCM NO A SCALE' 112' = 1,-0• DNA" NO RE PNL-PLK SOFF I 1 Date: 4/ 24/2013 jsHEET 3 OF 12 MconvAyins with the r. ! - -> 114F a - 7 sy xProduct era II I'I II I.1T6.00in. T I. II II I• I I i'F.`wt11CTREV VSWe Fbmi& ow= Dw of l FRAMING NOMINAL 20 GAUGE 3-5/8' X 1-5/8" STEEL STUDS 16 O.G. FASTENED IMTH 5/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SNEpT}i1NG NOMINAL 5/8" THICK 15 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 1-1/4" LONG BUGLE HEAD SCREW CLADD[NG THE PANEL IS FASTENED WITH NO. 8-18, 0.315' HEAD DIAMEfERX 1-518' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding 1 I I / i I i Framing I I I I,I Sheathing II II I. 1 o No. 121 STATE QPIIILORI IONA\- TION AND NOT PARTFTD S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE GRAVITY LOAD ) RP 1 at 15' Q.C. 6t-•-1 S LENGTH DETAILA p2i Li 4 WALL HEIGHT i N4t=xp i 3& Produl CO&rot 1 A• nails at 16" O.C. ttyp.) 314" Minimum Edge Distance D ,ETAJ A Sheathing fastener, as described in Noce 1 Siding fastener, as 4 \ described in Note 2 Pst CT with Florida ` HardiePlank, Ab 5 Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building l' Code Section 1404.2 5/8" thick /5 ply APA rated 1 - -- 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 compfiancewith the Florida Building Code. aRODUCT [3 Jt ic}r iv HardiePlankO, CemplankJ, & prevaile Plank lap Siding materials are nonasbestvs fiber -cement51Vthick / 5 ply APA tested in accordance with rated pywood productsASTMC1186 Grade 11, Type A and sheathing in the requirements of the accordanoe with meeting Florida Building Code - Florida Builcfi.ng Code section 23=3 PANEL D-IMENS_LQN_S. Water-resist4ve width Length Thickness barrier per Florida Sq.-1/2" 12' 5116, Building Code Section 14042 IZ ` t ttPRESSURE RATING Z-X 4" S-P-F Installation D2P Pressure Wood Studs Lap Siding Impact Resistant -- installed over 6/8" thick / 5 plyplanks 1-114" tall X 5/16" APA rated plywood sheathing thick stager strip H.A 2DIEPLAI±I.FC CEM?L?NFC Pi2_E/ IL.LAi'-51DINGJJIS_T.AI-7_1flN D CA LS All installation sha1I be done in conformance with this Notice of Acceptance, the manufacturersinstallationrecommendations, and the applicable sections of the Florida Building Code- Wood studs whe: e HardiePlank, Cemptank Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectPertheFloridaBuildingCodeandtherequirementsofthisN.OA Note 1] 5/$" thick / 5 Ply APA rated plyv ood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3- ncingPlanksshaltbeappliedhorizontallycommefrom the bottom course of the watt with 1-114" "vide laps at the top of the plank such that the exposure area of each plank is s 8-9/4" shankUi Note 2] The siding fastener shall be a 2-1/2' long, o.223" head diameter, 0.092" shank diameter, 1/4" O.C. vertically an corrosion -resistantsidingnail; The siding is fastened s Prod sh Othi ghonfastenners fasteners are driven into wood studs through 5/8 thick / 5 ply APA rated plywo y 314- fromthebottomedgeoftheoverlappingplank.. are Placed intheoverlappingareaapproximatelVerticaljointsshalt be placed over studs. The planks shallbeinstalledover5/8" thick /5 ply APA rated plywood sheathing supported by a minimum of 2"X4" S-P-F wood studs spaced a ma dmum of 16" O.C. Fasteners shall have a minimum edge distance of 316'. Phone: 9osovv' Fax 909-427- 0634 Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, I'nc. 109o1 ElmAvenue Fontana, CA 92337 NO A , PNL- PLK- SOFF 1/2"=1'•• 0" {' Date: 4124/2013 I -E-T 5OF12 E Fastener Spacing per Florida Building Code Section 2322.3 0.75n rRcuwcr &ErLSM as gs— nplym$-%&tb&rkcsds lil Fastener Spacing per Florida Building Code Section 2322.3 NOMINAL 2" X 4" S-P-F WOOD STUDS IS, O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING PLANKS.OVERLAP 1-114" THE E)(POSURE 15 sS-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION- RESISTANT SIDING NAJLS,-PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. OC---. / Cladding Framing Sheathing PRODUCr REVISE c=ano i widt d cnmi& NO S tZ I No. 121 M rmdWcargo+ = STATE OF ZORID FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ANO (%WffY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION FSCM NO James Hardie Building Products, Ins 10901 Elm Avenue Fontana, CA 92337 PNL-PLK-SOFF 1' = 1'-0" 1 Date: 4/24/2013 6OF12 WAIL. HEIGHT B at 16' O.C_ 314" Minimum DET'AIL J PRdJ t}Ci' moomdvinR > Flo ids AaoeQcae i 1 J Distance iog With 6V Fkw;de SEE 161Af' F Nails at 16° C.C.(C. (typ.) ! `s 1ONAI- Sheathing fastener, as described in Note 1 ti Siding fastener, as described in Note 2 1 1 HardiePlank, Cemplank, Prevail Lap Siding Water - resistive' barrier per Florida Building Code Section 1434.2 5/ 8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. 1? lIOC—) U1 T_ DESCWPTiQIti A HardiePlanl<0, CemplankO, and 513' tr ck / 5 ply APA PrevaTS Plank Lap Siding materials i are nonasbestos fiber -cement rated pY ratedP1Wproducts tested in accordance with fastenedASTMC1186GradeIf, Type A and to moron scads meeting the requirements of the described in Note 1 Florida Building Code. Water - resistive barrier per Florida PUNK DIMENSIONS Budding Code Width Length Thickness Sedon 14042. 5 9-1/2" 12i 5/161• 209a, 3-5W X 1-S/8" , DESIGN PRESSURE RATING Meal C-Stud Installation Design Pressure RardiePlank Metal Studs -92 psf emplank, Prevail Lap Siding impact Resistant — CTt01 i- va' rani X 5/16" Planks installed over 518" thick / 5 ply g- g \\\ APA rated plywood sheathing LhdogsnipstartHARZ1IEPLANK CEMi ANK PREV}11L LAP Sii]fNG iNSiA LA_FIQtJ 0' II S Ail installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recomrnenoations, and the applicable sections of the Ftcr da Building Code. Meta[ studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Tfote 1j 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameterx 1-1/4" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is 5 8-114" vertcally_ JNote 2] The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1W long' bugle head screwovermetalstuds ("or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 518" thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping plank, Vertical joints shall be placed over studs. The planks shall be installed over 518" thick 15 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8", CP HARDIEPLANK,PREVAIL INSTALLAT r}x it 4 S tiLtiJit 5 F° NazJamesHardie Building Products, Inc. yJa}eSHaerd' e jFontana, CA 923;37 Fax 909- 427-0634 A PNL-PLK-SOFF Creator. E. Gonzales ISCALE 1/2i' =1'-0" I Date: 41242013 1 SHEET 7 OF 12 REV 6.00in. r- 1 16 in, OC Cladding 6.00in. •, i ! I Framing 6.00in,OC I I Sheathing 0.75n - No. 121 i—" r+oa ar b' a ac • ! ' TATE OF FRAWN Cs ONAL NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED 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 Sl EATH NG NOMINAL S/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1/4" LONG BUGLE c4 HEAD SCREW HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING CLADDINI j , INSTALLATION DETAILS METAL STUD CONSTRUCTION PLANKS OVERLAP 1-19" THE EXPOSURE ISs8-1/4" James Hardie Building Products,.inc. THE PLANKS ARE FASTENED WITH NO. S-18, 0.315- 10901 Elm Avenue HEAD DIAMETER X 2-1/4' LONG CORROSION- 9 Fontana, CA 92337 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS Phone: 909-356-6300 SZE FSCMn N0 Owc No REV PENETRATING THE METAL FRAMING), PLACED 3/4" UP Fax 909-427-0634 A PNL-PLK-SOFF 1 FROM THE BOTTOM EDGE OF THE PLANK AT EACH Creator. E. GonzalesSTUDLOCATION Sets 1" =1. 0- Date: 4/24/2013 SHEET 8 OF 12 I I ii I WALL 1EIGHT B WALLIENGTH Stud Spacing at 15" O.C. 318" Minimum SEE P FCODUCT DESCRtPTIdAI DETAIL A HardieSoffit® & Cemsof5t® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A j and meeting the requirements of the Florida j J Building Code. SOFF 7 DIMENSIONS 2" X 4' S-P-F Width Length Thickness Wood Studs 4' 8. 1/4, p Sl_GN PfiESSURE ZAT111G HardieSoffit, Installation Design Pressure Cemsoffit Wood Studs -70 psf B Nails at 4° C.C.. (typ4RODUCC MSM - --Vty et ax•*n' Fbri. Distance .e txv+lY09 the Fbui& Baettling E'odoc Brag CO& Aaoeptanca No 13-0 11.4— f BY offif fastener, as escribed in Note 1 HardieSoffit, Cemsoffrt Minimum 2" X 4" S-P-F Wood Studs The voall and soffit frames are to be designed by' he Architect or Engineer of Record in compliance with the Florida Building Code. No- 4 21 STATE OF ` iiAR_ D1 SOEF_1TCSOF_F_I7 A_ NEL CISTALLA J_0_N_DETA LS Aq installation shall be done in conformance with this Notice of Acceptance, the manuiadurer's ins?anation recommendations, and the applicable sections of Lhe Florida Building Code. Waod studs where HardieSoffit, Cemsoffitwill be installed sf all be designed by an Engineer or Architect per the Florida Building Code and the requirements of the MOAThesoffitshallbeinstalledoverminimum2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1j The soffit fastener shall be a 2" long, le sections head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O'.C. Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from comers. Creator. E. Gonzales HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James, Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A SCALE 1/2- = 1'-01 VAC NO PNL-PLK-SOFF Date:4/24/2013 SHEET 9 OF 12 Y.VVII I.T I 16.00in. Cladding Framing 4. Doi Ewwm PkZODZ]CR'ELEYIS D 1 1©GQ AccepUwa DZ of 07 tave. No. 121 W w tti.•e.. c at;yn aae c STATE OF Qz F LO R1. .• `i+ sS ONA E; FRAMN G 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) FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLAbD1NG THE SOFFIT IS FASTENED WITH 2" LONG, 0223" HEAD HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA92337- Phone: 909-356-6500 SIZE FSCM NO DVS NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator E. Gonzales SCALE 1" =1'-0" Date: 4124=110 OF 12 WALL LENGTH =- Stud Spacing at 16° O.C. e E--- i --L- -1 — WAI I ! 0GHT i I !i DETAI LA Nails at 6" O.C. (typ. 3/8" Minimum Edge Distance Soffit fastener, as described in Note 1 HardieSoffit, Cemsoffit 209a, 3-5/8" X 1-5/8" Metal C-stud j The wall and soffit frames are to be L— designed by the Architect or Engineer of Record in compliance wM the SEE Pk-QQIC-TBE-'CRfPTLO_N. HaroieSoffitO & Cemsoffi* materials DETAILA are nonasbestos fiber -cement products tested in accordance with ASTM C1186 1 Grade 11, Type A and meeting the f requirements of the Florida Building Code. 20ga, 3-518" X 1-5/8" SQEFl1-fMENSIGNS Metal Gstud Width Length Thickness 4' $ Y„ HardieSoffit, DESIGHt I?RESQ13E RAT{IVG II Ae, Cemsoffft installation Design Pressure j.j Metal Stwds a 5'9.f S CTLiION B-B `1yt o4tt° P - QG,4 - rReDIUC[ REVISM as —Tvlyi% wim the k7oads DEUM smtAmccPtRamNO 3r o 121 No Y1 l tl f 7 -p moo•. SATE OF H' rnd r s115dcp-euacanaod sfv LAi2pIESOFFLT IgEMSOF_FIT_PANEL RJSTALLAT101tj QETA1LS ` ;, AL Ev ,if lrr All installation shall be done in conformance with this Notice ofAccep hlLnufacturer s installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-518" Metal C-studs spaced a maximum of W O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-114" long` ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing) -,the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shalt have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA92337 DVYG NO REV PNL-PLKSOFF I 1 Florida.Building Code, Creator. E Gonzales. scR 112"= 1'-4" Date; 4/24120t3 !311 Zt OF t2 . j 6.00in. 16.00in, Cladding Framing 6.001n. swia the.F A Ab.S ** Fkrd& if.. A1Cq111=1Xo frrfsrrrf AN By Misau ?aair Prodad Cwtto1 i Na -2 FFssioNP FRQIMII I f.7• fill/! / ' NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" 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 CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION9DIAMETERX1-1/4' LONG CORROSION RESISTANTRIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE o 109D1 Elm Avenue STUDS Fontana, CA92337 Phone: 909-356-6300 SIZE FSCna niO DIWG No FE" Fax 909-427-063.4 A PNL-PLK-SOFF 1 Creator. E.Gonzales SCALE 1" =1['-0" Date: 4/242013 S'a 12 OF 12 Florida Building Code Online Page 1 of 2 ida UEr$'1 E II BCIS Home Log In i User Regis ration Hoc Topscs ; Suhmtt Surcharge Stats B Facts ; Publications i FBC staff } BCIS Site Map 3 Links Search Business( ", US Approval licProfessibnalRegulation Product 8oproval Meru > Product or Application Search > Aoolicatior. List > Application Detail u_ 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 Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 Jonberrian@slbp. com Jon Berrian Jonberrian@slbp. com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Standard AAMA/ WDMA/CSA 101/I.S.2/A440 AAMA/ WDMA/CSA 101/I.5.2/A440 Method 1 Option A OZ/ 16/2016 Summary of Products FL # I Model, Number or Name Description Year 2011 2008 http: llw,A,w.flon*dabuilding.org/pr/pr_app_dtl.aspx?param=wGFVXQwtDgtvA%2b mzkl... 2/19/2016 Florida Btu.lding Code Online 19715.1 1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Page 2 of 2 Limits of Use i Certification Agency Certificate Approved for use in HVHZ: No FL19715 RO C CAC 2-4-16 CCL-_ist.pdf 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 Fi_19715 RO II SWD002 SS 2016-02-03.pdf Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Noreror P.E. Florida P.E. 73778 installation requirements. Created by Independent Third Party; Yes Evaluation Reports FL19715 R0 AE PER3947 SS 2015-02-12.pdf Created by Independent Third Party: Yes Back 14rext Contact Us :: 1940 Nor h M . no Street. Tallahassee FL 32399 Phone: 850-a87-1824 Tha State of =loricla !s anAA/EEO.ernpk;yer. CDDydoht 2007-2013 State of ftr'da :: privacy Statement :: Accessibility Statems- :: Refund Statement Under Florida law, email addresses are public records.. If you do not want your e-mail address released in responseto a public -records request, do not send electronic mail to this entity:. Instead, contact the officeby phone or by traditional mail. If you have any questions, please —ndt 850.487.1395. itlPursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees ilcensed under Chapter 455, P.S. must provide the Department with an email address If they have. one. The emaits provided may be used for official communication with the licensee. However email addresses are publicrecord. if you do not wish to supply a personal address, please provide the 3epartment with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F. S., please_ dick here .. Product Approval Accepts: l RR 9 00 securitym r:.rn:! sRM httpc/!w- ww. floridabuilding. orgfpr/pr_app_dtl. aspx?parani=wGEVXQwtDgtvA%2bxmzk 1... 2/ 19/2016 INSTALLATION NOTES: 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHDR LOCATION SHOWN, 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 15 THE MINIMUM NUMBER OFANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF 4112 INCH THE DEPICTED LOCATION & SPACING IN THE ANCHOR LAYOUT DETAILS WITHOUT CONSIDERATION OF TOLCftANCLS). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO.THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTAI.I ATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM.AL.LOWABLF SHIM .STACK TO BE 3/81NCH. SHIM WHERE SPACE OF 1/16 INCH OR GREA I EROCCURS. SHIM(S) SHALL BE CONSTRUCTED. OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOL)FRAMING USE. R8 WOOD SCREWS OR I"L GAUGF. ROOFING NAILS OR SOd COMMCN NAILS OFSUFFICIENT LFNGTHTOACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN, 3/8" EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USERS SELF -TAPPING 'SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUMOF 3 THREADS PENETRATION BEYOND METAL WALL. INSTALLATION SHALL MAINTAIN MIN.. 3/8" F.DGF. DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE # SO WOOD SCREWS OF 5UFFICIE14T LENGTH TO ACHIEVE 1-1121NCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. 8. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X RUCK TO CONCRETE/ MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/161NCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 14./4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 1 3/4" EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO MFTALSTUO LISE 410 SELF TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. s SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON - IMPACT) GENERAL NOTES; 1. THE PRODUCT SHOWN HEREIN 15'DESIGNED. AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA BUILDING CODE (FEIC), EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE. FOLLOWING: AAMA/ WDIvIA/CSA 101/1.5.2/A440-08/11 2, ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/ MASONRY; ZX FRAMING, AND METAL FRAMING AS A MAIN WIND. FORCE RESISTING SYSTEM CAPABLE GE WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION JS THE RFSPONSIBIUTY OF THE CNG INECR OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 1X AND ZX BUCKS (WHEN USED) SHALL BE.DESIGNEDAND ANCHORED AS SPECIFIED HEREIN, REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL` CONDITIONS FOR A. SPEC I FIC. SITE. IF SITE CONDITIONS CAUSE. INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON- HVHZ AREAS IN HVH2 AREAS, ONE TIME PRODUCT APPROVALTO RE OR TAINED FROM MIAMI-DADE RER OR AM. 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON CORROSION RESISTANT MATERIALOR HAVEA CORROSION RESISTANT THIS PRODUCT IN AREAS REQUIRING IMPACT. RESISTANCE, COATING. 6. WINDOW FRAME MATERIAL: PVC 11. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOT INSTALL 7, IN ACCORDANCE WITH THE 5TH EDITION FBC, WOOD INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED FROMFREEEDGEOFBLOCKOREDGEOFMORTARJOINTIN70FACESHELLOFORSHALLBEOFADURABLESPECIESASDEFINEDINBLOCK. CHAPTER 2J. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS, AND. ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 14, INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES`. A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROIJT-FILL FDCMU UNIT STRENGTH CONFORMSTO ASTM C-90 WITH MINIMUM COMPRFSSIVFSTRENGTH OF 2000PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROU T COMPRESSIVE STRENGTH OF 2C700 PSI. D. HOi-LOW BLOCK CMU- UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL- MINI MUM YIELD STRENGTH OF 33 KSI. MINIMUM WALL THICKNESS OF 47.8 M11- (0.0478" oP 18 GAUGE). MIN, 1/2" EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063•TS. MINIMUM WALL THICKNESS OF 1/ 16". MIN. 1/2" EDGE DISTANCE. S. GLA55. MEETS THE REQUIREMENTS OF ASTM E 1300 GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. TABLE OFCONTENTS SHEET 1 REVISION SHEET DESCRIP11ON INSTALLATION AGENERAL NOTES 2 ELEVATION 3 ANCHORIAYOUTS 4 VERTICAL :& HORIZONTAL SECTIONS (NATE FIN) 5 VERTICAL & HORIZONTAL SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, &GLAZING DETAIL MAX OVERALL SIZE CONFTG. DESIGN PRESSURE MI5SP_ E IMPACT RATING WIDTHHEIGHT36" 84" 0/X. 35 1 -35 PER NON IMPACT 38" 66" O/X 50 f -50 PSF NON IMPACT 38" 74" O/X 50 / 50 PSF NON IMPACT 3 0" 77" O/X P 35./ 35 SF N PACT 0NIMPACT44"__ 67-- O/X 50 / -50 PSF NON IMPACT 46" 72" O/X 35 / -35 PSF NON IMPACT 48" 84" O/X 20/-20 PSF NON IMPACT 52" 72" O/X 25 / -25 PSF NON IMPACT 36" 3.75" O/X (ORIEL) 35'/ -35 PSF NON IMPACT 48" 96" O/X (ORIEL). 20 / -20 PSF NONdMPACT 72" 62" O/X-O/X 35/-35 PSF NON IMPACT 72" 14" 0/X•O/X 35 / -35 :PSF NON IMPACT 76" 61" O/X-0/X 50 / -50 PSF NCN IMPACT 76" 76" 72" 77" OIX- 0/X O/ X.O/X 50 / - 50 PSF 25 /- 25PSF NON IMPACT NON IMPACT SO" I., O/X-O/X 35 / .35 PSF NON IMPACT 16" 74" O/X-O/X 30 ! -30 PSF NON IMPACT 108" 62" 0/X-0/X-0/X 50 / -10 PSF NON IMPACT 108" 72" 0/X-O/X-O/X Z I -50 PSF NON IMPACT 108" 84" O/X-O/X-O/X 25 ! -25 PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document FL#: FL.19715 Date: 2016.02.03 09 40:44-05'00' Silver Line 17yAndersen WIT W rND0W 5•6COR6 Q" E SAVE0.Lk E'D0.IVE NORTH BAUP15WiGK. NJ089D2 PN_ { l52j435.1UJ0 U., m H M 03V 31 z o e woz H zu W W 2 W NZ~ m J m Uj a2 w a a W SHEET: q OF L MAX. FRAME MAX. FRAME Silver Line WIDTH 48' WIDTH 48" byAn ersen B E B- E4144qg97 wra Down. non rts ONE SILVERLINE WIVE WAR MuN5WICk, NJ 08902 PH, (752)135-S T F F 5 e 5 z w m Z N N m ^ a3 o a=w MAX. FRAME H > HEIGHT 96" MAX. FRAME HEIGHT 96" j w m H m g QUALIFIED CONFIGURATIONS Z ` m z LU m ,Z ARCH TOP CONFIGURATIONS FORALL2901.4901 ~ N W y, X oe RATINGS, SINGLE UNIT CONFIGURATIONS X. IInc Lw 4 5 4 5 m _ I ELEVATION ELEVATION ^7 SINGLE HUNG WINDOW Z SINGLE HUNG ORIEL WINDOW O t^ ZO v J r H H MAX. FRAME MAX. FRAME u WIDTH 96" WIDTH108" w w B E B E 4 5 QUALIFIED CONFIGURATIONS 4 5 ARCH TOP CONFIGURATIONS FOR ALL 2902.4902 RATINGS, TWIN UNIT CONFIGURATIONS O Fa; F Z 54 a MAX. FRAME U ti O HEIGHT 74"MAX. FRAME = r HEIGHT84e . X. y 1 iu^ mN wN A D _I 1 N Z y F- A D ELEVATION 4 ELEVATION DW& t: TWIN SINGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW G W p00 2 SHEET: 2 OF 6 2" MAX. FROM CORNERS II" MAX.,-. O.C. 11" MAX. O.C. 2" MAX. FROM CORNERS NOTE:44"x62" UNITS AT bP50 P5F SHALL PE ANCHORE) MAX 6" O.C. AT HEAD, TAA{R. ANb SILL ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 6" MAX, __ 20" MAX. FROM—.j } .................. _ ..............__ CORNERS I 1 O.C. 1 20" MAX. O.C' L 6" MAX. FROM CORNERS L I ANCHOR LAYOUT THROUGH FRAME -SINGLE. HUNG WINDOW 2" MAX: FROM Lf._ 4 3/2" MAX. CORNERS ~ I O.C. i 41/2" MAX.J O.C. i- 2" MAX. FROM CORNERS I F__ 4 1/2 MAX. O.C. ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW I" MAX. FROM _ 6" MAX: CORNERS . I I O.C. L 6" MAX. O.C. 1" MAX. 1 6" MAX. FROM CORNERS ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW 6' MAX: 6" MAX. FROM FROM f--- 12 3!4" MAX. CORNERS 1CORNERS ` O.C. i--..... ___ 16 1/21'' MAX. O.C. 1 6" MAX. FROM J CORNERS 16 I/2" MAX O.C. 6" MAX. 12" MAX. P/N 50-2995-2 FROM "—ANCHOR STRAP SEE SHEET 5 FOR DETAILS CORNERS P/N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW SilverLine' kyAndersen i 9171 wiaoows • 000as ONE SSLVEALME bRIVE NORTH BP N5nCK. W02802 PH: ( 152) 435-10W W u M QZ50, 7 N V IL v. a S µ Zo¢ Zm s z .T oMw 10 w.R W mSaZ 11N4 <3 r LLIm d LU I— a v ! Z O H Z I Ly VLU w 00 $ 3: uz V) DN/ G #: SWD002 SHEET: ' OF 6 CONCRETE/MASONRY BY OTHERS I i/2 MIN. Sil/Li„ EMBEDMENT CAULK BFTWEEN b Andersen CONCRETE/ MASONRY &2X e ' WOOD BUCK BY OTHERS a 2X WOOD BUCK BY OTHERS SEE SHEET FOR wiHoows000u_4 CONNECTION DETAILS 3/8" MIN. oriEsaveSitrie oatt e 98 WOOD SCREW—=- EDGE DIST. NORTH B0.VVE WLTN , NJ GBN2 PH;(752)435-1000 INSTALLATION ANCHOR EXTERIOR FINISH _ o N " MIN, 3/8" EDGE DISTANCE o ' * yBYOTHERS1/4" MAX, a 0 1- N H g PERIMETER / 1/4" MAX. SHIM SPACE o Z SHIM SPACE SEALANT O.A. BY OTHERS UNIT / SASH REINFORCING_ _ H w Z a HEIGHT EXTERIOR \ _ / INTERIOR SEE SHEET 6 FOR REQUIREMENTS MIN. 3.THREADS SEE GLAZING PENETRATION BEYOND p DETAIL SHEET 6 METAL STRUCTURE. ¢ m- a 7w SEE GLAZING Lu8GR. 5SELF-TAPPING SCREW ~ ° DETAIL, SHEET 6 INTERIOR INSTALLATION ANCHOR P METAL STUD BY OTHERS, SEE SHEET I. INSTALLATION p NOTE 14 g1 VERTICAL SECTION _ m HEAD - ZX WOOD BUCK EXTERIOR FINISH V) NAIL FIN BY OTHERS SEE GLAZING _ EXTERIOR PERIMETER SEALANT Q DETAIL, SHEET 6 BY OTHERS 1-4 2 O.A. Vi EXTERIOR INTERIOR W DTH > v O.A. W 4UNITQ HEIGHT PERIMETER ' ` C HORIZONTAL SECTION SEALANT A BY OTHERS { I I/4" MAX. +} JAMB NAIL FAN STUD EXTERIOR FINISH u 51-IIM SPACE Z BY OTI-IERS ---- 18 WOOD SCREW • • L LNSTA!_LA TION ANCHOR— - •-yr 3/ 8" MIN, " FZ 2X W006 BUCK BY OTHERS - EDGE DIST.- SEE SHEET 6 FOR--" CONNECTION DETAILS CAULK 8ET WEEN .° CONCRETE/ MASONRY CONCRETE/ MASONRY. & 2X BY OTHERS MBE MIN, WOOD BUCK BY OTHERS EMBEDMENT N m ,N oc 3 _ uz q VERTICAL SECTION O SILL- 2XW00D BUCK DWG#:` y' NAIL FIN 5 SWOONSHEET 4 OF 6 10 WOOD SCREW INSTALLATION ANCHOR CONCRETE/MASONRY BY OTHERS CAULKBETWEEN CONCRETE/ MASONRY _ BY OTHERS EXTERIOR FINISH L BY OTHERS PERIMETER SEALANT BY OTHERS l t O. A. EXTERIOR t / UNIT / HEIGHTSEE GLAZING DETAIL SHEET J 3/ 4" MIN. EDGE DISTANCE 2X WOOD BUCK/STUD BY OTHERS SEE SHEET 6 FOR 1/4" MAX. CONNECTION DETAILS SHIM SPACE a ' SASH REINFORCING: — SEE SHEET 6 FOm" r, 1 1/2" MIN. EMBEDMENT INTERIOR SHIMS ACE INTERIOR VERTICAL SECTION HEAD- 2X WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR O. A. UNIT HEIGHT PERIMETER SEALANT BY OTHERS 5) # 14 PANCAKE HEAD SCREWS FR FRAME, HOL TO ACCOMOC INTERIOR ANCHOR STRAP, AT TWIN 6 TRIPLE CONFtG. ONLY. SEE PLAN . VIEW -ANCHOR STRAP 0;0620- P/ N 50-2995-2)' DETAIL AT t r RIGHT FOR INSTALL. REQ. G SHIM MAX. SHI — M SPACE EXTERIOR FINISH 1 BY OTI-fERS 1 1/4" MIN. EMBEDMENT PRECAST SILLa- BYOTHERS r a 3/ 16" ITW TAPCON a' INSTALLATION ANCHOR n a 1 3/4"'MINd a EDGE DISTANCE VERTICAL SECTION 5 SILL - CONCRETE/MASONRY THROUGH FRAME MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN. 1/2" EDGE DISTANCE 10 GR, 5 SELF -TAPPING SCREW INSTALLATION ANCHOR. METAL TUBE/STUD OR APPROVED SEE BY OTHERS, SEE SHEET 1 INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR BY OTHERS O. A. UNIT ---- WIDTH HORIZONTAL SECTION 5 JAMB - METAL TUBE/STUD OR APPROVED MULLION THROUGH FRAME. PLAN VIEW - ANCHORSTRAP (P/N 50-2995-2) HORS FROM ANCHOR STRAP TO OPENING. SEE ANCHOR REQUIREMENT5 BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION 10 CONCRETE/MASONRY, USE (4) M6" ITW TAPCON5 PER STRAP, MIN. 1-1/4" EMBEDMENT, MIN. 1-3/4" EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS, GR, 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN..:3/4" EDGE DISTANCE. C, FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP, MIN. 1- 1/2" EMBEDMENT, MIN. 1" EDGE DISTANCE. SilverLine byAndersen wlq - n' iN DD WS•DpngS G', `- tLVNUNI E DUVE' NORTH BRUNSW a,, NJ OB402 PH; ( l52) "3S;l W 3 ¢ 7 ro z Z gum 3 vi QVi+ a 06z z= LL. rovmQZm Z Ow m A Z v) a m w rn MF a 63 m in QN Zz-! Y <F yZ DWG#: SWD002 SHEET: 5 OF 6 EXTERIOR VERTICAL SECTION 6 MEETING STILE INTERIOR INTERIOR m 0 5MALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS. HORIZONTAL SECTION INTERMEDIATE FRAMEMULUON I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), DESIGN PRESSURE */- 35 PSF 36 X 84, (O/X), DESIGN PRESSURE 35 PSF 38 X 74, (O/X), DESIGN PRESSURE */- 50 PSF 38 X 77. (O/X), DE52GN PRESSURE +/_ 35 PSF 72 X 84, (O/X-0/X), DESIGN PRESSURE 35 PSF 76 X 72, (6/X-0/X), DESIGN PRESSURE+/--D P5F 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 STEEL INTERMEDIATE FRAME'LARGE' REINFORCING s IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-0/X), DESIGN PRESSURE +/- 35 PSF- 0- STEEL INTERMEDIATE FRAME '5MALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE+/-.35 P5F 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. LG. GLASS EXTERIOR / INTERIOR I O MIN. GLASS 4 G BITE 1/2" Q t 1/8" SETTING BLOCK GLAZING DETAIL 1 NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN i" MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED IS NOT EXCEEDED: 2. Bl.)CK:MAY BE FLUSH WITH FACE OF THE BLOCK, 1/4".ITWTAPCON ANCHOR 4" FROM CORNERS 16" MAX. O.C. THEREAFTER L 11/4" MIN EMBEDMENT 2" MIN. EDGE DISTANCE ZX WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS r F- _.... 11/2" MIN. EDGE b15TANCE CONCRETE/MASONRY BY OTHERS BUCK INSTALLATION DETAIL SilverLine by -Andersen a w soows. ONE 6161 .E DRIVE NORTH "yNS a' NJ GBP02 PH: []S2)35-SOLO V' H 43 m m o Zp p`M q N Q ry n J O 1IW w Z wzc a a oQ m N UJ NC , - 1-< aZwcwa 4FIJ- ? w ., a Odga r c tii y. a' an coan E u a o J Z 0 DWG #: SWD002 SHEET: 6 OF 6 WINDOW & DOORIN 1MUFACTUR R A5 to O Hallmarl® Certificate of r"' CMS INC. Conformance and License C L " I P;"WDMA AdWnxaitr?,t r,r Syst rrr„ 1pC. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48) " Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59pso 440-H-025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 9142127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016ASTME-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in)-H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 914x1930 mm (36x76 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016ASTME-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118xl905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 120010a (25psf); Water Penetration Resistance Test Pressure = 18013a (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965x1676mm" (38x66in`)-Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) .= 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW & DOOR MANUFACTURERSAS ASSOCIATION 1, , allanark0 Certificate of AMS rNC. WDMA gy +g n p g py Conformance and LLci..lise (CCL) Adntintsumtii c;rlsns crStet t S xtese7sr 9n, i' t F n.. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide Nigh Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118x1575mm* (44x62in*)- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 240OPa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016xl829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 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 1219xl829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 10111.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm * (38 x 74in*) Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/2021203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 2011202/203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321 mm 1854mm NCTL-110-16675-3 3/5/2014 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW & DOOR MANUFACTURERSS fA Hallmark0 Certificate ofi4 A-, Ww" MA, Conformance and License (CCL) 1,1F1. Ap/ INC. Admini irafiv c N1aaagcnwnr Sys tems,tnc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.) Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP+50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/l.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psf) 440-H-025.64 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72) * Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.65 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) * Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 101/l.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.68 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LG PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm *(38 x 74) Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW & DOOR i UFA TOPERS ASSOCIATION Hallmark® Certificate of Ar S, NC. R - WEMConformanceandLicense (CCL) AdminLmmtivc Managcrncnt Syaterna* 1»c, Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109-47-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.70 2900-4900/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)* Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in)-H 440-H-027.20 2907TW/4907TW 101/l.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in) H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm* (72x84in*)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 26013a 5.43psf) 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994xl524mm* (79x60in*)-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/512014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.25 2902/4902 Twin Single Hung Window 101/I:S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/l.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) WD-20 10114109 Friday, May 13, 2016 Page 10 WIND DOORr OF TUR ASSOCIAnON Hallmarkik Certificate of`AMS, INC. Azvc py& y W D M conformance and License (CCL} AdministratiIfIc. Aefel Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440- H-027.27 2900-4900/2902-4902 Twin Single Hung 101/l.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type- H; DP +15/-15 psf; Water Test Press 180Pa (3.76psf) 440- H-027.28 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) * Type- H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440- H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)* Type- H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440- H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type- H; DP +15/-15 psf; Water Test Press 360Pa (7.52psf) 440- H-027.31 2900-4900/2902-4902 Twin SH 101/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 36013a (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 psf; Water Test Press 360Pa (7.52psf) 440- H-027.33 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type- H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440- H-028.14 2903/4903/ 70 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm ( 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 a WINDOW & DOOR A I a INC. MANUFA TUf SA fATION Halimark0 Certificate of ., Adminisvativc ManagemcniW"M Conformance and License (CCL) srt.tme. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 290014900/70-290314903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-028.22 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +301-30 psf; Water Test Press 220Pa (4.59pst 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900/70 101/i.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1524mm* (44x60*in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 2900-4900/29074907 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/l.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (--107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOW & DOOR MANUFACTURERS ASSOCIATION Hall ark@ Certificate of AMS INC. Conformance and License CC) a, ' '' 4 A3nlxi isirat6ve %1 n,reiazrnt Sywterrlsr 9n. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) 101 /I.S.2/A440-11 101/I.S.2/A440-11 WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) By: 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 11/23/2015 4/27/2025 11 /23/2015 4/27/2025 f cation Prograim, JVDAL,4 Hallmark By: f Rhonda Scharr, Authorized Representative, .fiMS 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)673-4828 www.wdma.com TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Of 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval 51h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1 — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 Contents: Evaluation Report Pages 1 — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' ES F' O 1 0i 10 7 _ T T • 10 i 'S/ONAL V' G Hermes F. l orero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method 1a of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 51h 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 51h Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5th Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS FL#: FL19715 A Perfect Solution in Every Drop Date: 12/15/2015 Certificate of Authorization: 29578 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/l.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop s 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 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. f'c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. f'c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 10/27/2016 Florida Building Code Online wr+>e gBCISHome ; Log In - User Registration Hot Topics Submit Surcharge i Stats &Facts Publications FBC Staff BCIS Site Map Links Search Florida r us,Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL9174-RI1 Application Type Revision Code Version 2014 Application Status Approved Comments set to re -apply per applicants request 4/28/15-rb Archived Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1l 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 4' Validation Checklist - Hardcopy Received Certificate of Independence FL9174 R11 COI Cert of Ind Scates 2011 s.odf Referenced Standard and Year (of Standard) Standard Year DASMA-108 2002 DASMA-115 2005 Equivalence of Product Standards Certified By Sections from the Code https:/Avww.fl oridabuildi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 J RfWxf6u7ojn10heH %2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 FL # Model, Number or Name Description 9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 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. 9174.3 15120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0228 318958 P7.odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoolementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0229 318959 P8.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementPl6 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rent 9100 ri s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.pdf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0230 318960 P10.odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoolementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 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 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WDJambSuoolementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 P5.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuDDlementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquFlIJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 216 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll II 0235 319023 P6.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.pdf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuoolementP16 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.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 H 0232 318999 P5.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSuoolementP16 s.Ddf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.pdf 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 II 0233 319000 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.gdf Impact Resistant: No FL9174 R11 II WDJambSuoolementPl6 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 Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.Ddf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Design Pressure: +30.00/-33.50 FL9174 R11 II WDJambSuoolementPl6 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6.pdf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.pdf Design Pressure: +39.20/-43.70 FL9174 R11 II WD]ambSuoolementPl6 s.Ddf 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.pdf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes https:/NuwwA1cx dabuild,ig.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquflJRfWxf6u7ojnlOheH%2bRKJkizESVVxAzegKuY8GeGQ%3d%3d 316 10/27/2016 Florida Building Code Online 9174.11 5120/5140/6100/9100/9400/9600 1 9' Max width. 10' Max height. Max section height 24". Glazing 0600 f available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0600 319026 P4.vdf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoplementP16 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 653.0 FL9174 R11 AE Eval Reot 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 20145 pdf 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 I available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: Installation Instructions FL9174 R11 II 0601 319027 P4.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSupDlementP16 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.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0602 319028 P5.odf FL9174 R11 II Track Supplement Chart P10.Ddf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' able ind t . 10' axheight. ax section height 24". Glazing 0603 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0603 319029 P5.Ddf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WD3ambSupDlementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.12df FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.pdf 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 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0604 319030 P5.odf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track Supplement Chart P10.1)df FL9174 RI1 II WDJambSuoolementP16 s.odF Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0605 319031 P4.pdf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.1)df Impact Resistant: No FI-9174 Rll II WD3ambSuoplementPl6 s.pdf https://www.floridabui Idi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRfVVxf6u7oj nlOheH %2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10/27/2016 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 RII AE ASTM A 653.Ddf door. FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 IS' Max width. 8' Max height. Max section height 24" Glazing 0606 available in top or intermediate section. j Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0606 319032 P6.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.Ddf Impact Resistant: No FL9174 R11 II Track SuoDlement Chart P10.Ddf Design Pressure: +30.00/-33.50 FL9174 R11 II WD]ambSupplementP16 s.Ddf Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes designed as partially enclosed or door is a replacement Evaluation Reports jdoor. FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yesi 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 R11 11 0609 319035 P5.pdf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.pdf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Design Pressure: +39.20/-43.70 FL9174 R11 11 WDJambSuoDlementPl6 s.Ddf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.Ddf 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 II 0608 319034 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 R11 II WDJambSuoDlementPl6 s.Ddf Design Pressure: +18.50/-20.70 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.pdf door. FL9174 R11 AE Eval Reot 9100 rl s.Ddf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.20 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 Rll II 0607 319033 P5.pdf Approved for use outside HVHZ: Yes FL9174 R11 II Track SuoDlement Chart P10.pdf Impact Resistant: No FL9174 R11 I1 WD3ambSuoDlementPl6 s.Ddf 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.Ddf door. FL9174 R11 AE Eval Rept 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional .mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approva l Accepts: https://www.fl oridabui ldi ng.orgtpr/pr—app_dtl.aspx?param=wGEVXQwtDquf l J RfVVxf6u7oj nlOheH %2bR KJ kizESVVxAzegKuY8GeGQ%3d%3d 516 10127/2016 Florida Building Code Online E Eck 0 Credit Card Safe https:/twww. floridabuilding.org/ pr/ pr_app_ l.aspx?param=wGEVXQwtDquf1 JRfWxf6u7ojnl0heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 616 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT Nore a 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 1 9 7 6 780 9 7 6 800 9 7 6 WIII III/ fit No. 51737 s1a'm of _ C 1 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB (IN) MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT)NIII a 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a No. 51737 dOo f i •0 STATE OF f '. i itI 9 ` 4fLORVID 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Aooroved 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 56308/1`2203 Revision P16 SCHEDULE3 3/8" 0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/FT 10TE3 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 1 13 15 N©. M737 STATE OF; 4t jIO`FS•FCOR O ( NN ONA //SIt`t 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1'2203 Revision P16 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NorE 4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE i 2000 PSI GROUT FILLED CMU"oTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A OW 111111/11, No. 51737 6 STATE OF ' od 0' ••COR OP,•'v, OF SIONA ` ` 11t11 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240101 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:01-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1'2203 Revision P16 SCHEDULE5 3/8" 0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT 10TE4 2500 PSI CONCRETE NOTE1 4000 PSI CONCRETE NIE1 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 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 o%% 1{1I!ll//, p` Xl CEa$ F rF f% No. 51737 i ' fl STATE 4P . od. c `• L pRVt p%SjN N N1. 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 411. ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 2401b/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. 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 Wagner Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 1 • No. 51737 O STATE OFitW ON 1 S/ON `;1\\` Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROMDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. 1 6" MAX. FASTENERS PER SCHEDULES 1 THRU 4 MINIMUM 2x4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING WOOD SUBSTRATE OR MINIMUM 2x6 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU, TYP. 6" MAX. MINIMUM 2x6 p3 q HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4° 2-3/4" 2) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". DETAIL 1 MINIMUM 2500 PSI CONCRETE NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT DOOR WIDTH MINIMUM 2x6 q3 CL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4) 3/8" SIMPSON TITEN HD SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 4 DETAIL 2 MINIMUM 2000 PSI GROUT FILLED CMU NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2x6 #3 r- HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4° 1-1/2 J ` -1/2" 4) 3/ WITH 1 LAG S MINIML 1-9/3 SUPPC 11 TAIL WOOD SUPPORT STIRI NOTE: MAXIMUM DESI CAPACITY OF 2430 L SHEET 1 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS ECKED T DRAWING PART NO. I REV. 324620 IP16 REVISIONS Walne I0ton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 CAJ 1 No. 5IT37 STATE OF Al j 05-c- CORtQP Q2. Fss QNa``1 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, Tx 75007 FL PE 51737 Tx PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. MIN 2500 PSI CONCRETE NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORDFORTHESTRUCTURE 3/8" SIMPSON TITEN HD, 2-3/4- MIN EMBED. MIN 6" BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET- 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK 2 3/4" EDGE [ MIN 2 x 4 SPF (C-0.42) OR BETTER WALL STUD NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE ----\ HOLD BACK INTERIOR SHEATHING 5/16" LAG SCREW WITH 1-9/32" EMBED IN CENTER OF STUD (f 1 /4") FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 420 LEIS PER LAG FASTENER SHEET 2 OF 2 I I DATE I NAME I DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 The Genuine. The Original. Overhead Door Corporation 2501 S. State Hwy 121. Suite 200 Lewisville, TX 75067 Phone 4695497100 Fax 4695497281 nvw. o v e r h e a dd oo r. co m April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 ttttt t t r No. 77945 a - az STATE OF fit 0 .•''• . ., off••. Cj TONAL • A 6{O1t0ii TdDCU OV@rilSaCl DOar..COrpOra#IOp A5ubsdaryofSamN. HoldingsCorporatwn. John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof') pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. qtqt FL 09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. lox_ a 2 — (° Drawings TABLE 1. FL09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 FL09174-R7 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 E1 4 t°rlb/(t FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %z" MDF decorative overlay. aj! 5 (0(ko /kk FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, Jo n E. Scates, P.E. Y Florida PE # 51737 t0` I 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 51h Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-R9 conform to the requirements of the 5th Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 oW l I III // j", EMBF rFcp /VX No.51737 O STATE OF SSIONA; \ NOTES. 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER MATH A MINIMUM OF (6) #8x1" SCREWS INSTALLED IN 13 GA HORIZ ANGLE - TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 GA FLAG ANGLE - OF 13.75" AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. 16 GA MIN HORIZ. TRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/160-5/8"- 090" MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH LAG SCREWS A 1/8" BEAD OF BOSTIK'1100 OR EQUIVALENT UNDER THE MIN 3 AS OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) /8x1" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 GA MIN VERT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. TRACK GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 39". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE 5/160-5/8" LAG DEBRIS REGIONS. GLAZED SECTION REQUIRES 18 CA J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW TO 1/4-2Ox9/16" TRACK - ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JS JAMB SHEET 2. BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4" MAKROLON-AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21" AND A MAXIMUM LENGTH OF 50.08". GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS 15 GA STIFFENEDATTACHEDTOU-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G BRACKETSJAMBBRACACULESHEET2). 18 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELD FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. QUANITY, LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF AND TYPE DRILLING CRIMP71TE SCREW TO ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SLIDE LOCK- 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6" O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/ 16" TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOCK SHOWN FOR 5, KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE: (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET CA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS ENO CAP TO HAVE A MINIMUM 1.1" DEPTH. ON DOORS WITH OTHER SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #Sx1" SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERUNE OF THE DOOR. JOHN E. SCATES, PE 3121 FAIR ATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. EQUAL TO 12'-0". JAMB BRACKET SCHEDULE DOOR HEIGHT NO. OF SECTIONS BRACKETS EACHJAMB) BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS 3 2") 7'- 0' 4 6 JB), 13 (01), 25-1/2" (JB). 34" JB), 45-1/4 QI , 63" (JB) 7'- 0" 4 6 JFAT JB), 10" JB), 21-3 4JB), 29-3/4" JB , 42 (JB), 63-1/4 (JB8'-0" 58JIB), 13" (01), 23- (JB), 34" JB), 47-1/4" (01), 58" JB , 67" (01), 75" (JB8'-0" 58JB , 10" JB , 21-3 4" JB , 29-3 4" JB , 48" JB , 57-i 4" JB , 66" JB , 75-1 2" JB> B'-O' IGH LIFT OOF PITCHEE NOTE BELOW NOTE JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-200/16" TRACK BOLT AND NUT. 01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT, NO ADDITIONAL HARDWARE NEEDED t0 ATTACH TO TRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16,- 0" ALL 207.2/-230.4 14'-0" ALL 181.3/-20/.6 12'-0" ALL 155.4/-172.8 10'-0" ALL 129.5/-144.0 Wayne® Dalton ISION OF OVERHEAD DOOR C 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474- 9890 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER, GRT 3/ 8/O6 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/ 10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/ 6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SHEET 2. GRT 4/ 17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'- 9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/ 22/08 P9 UPDATED TITLE BLOCK GRT 8/ 26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/ 15/11 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N,T.S. ISIZE: A DESIGN (PSF): + 25.90/-28.80 IMAX WIDTH: 16'-0" 1 DATE NAME TEST (PSF): + 38.85/-43.20 IMAX HEIGHT: 8'-9" DRAWN 1 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO): YES I MAX SECTION HEIGHT: 21" CHECKED 4/6/06 1 MRB MODELS 5120/ 6100/9100 SHEET 1 OF 2 DRAWING PART NO, 318960 REV, 1 P10 WINDLOAD SPECIFICATIONOPTIONCODE0230 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU END CAP AT WITH (2) 1/4-14x5/8' EACH END WITH (2) 1/4-14x7/8" CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCREWS FOR STANDARD TRACK AND (3) 1/4-14x7/B" SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH ° °. ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH END USE HEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END MATH (2) 1/4-14x7/8" SELF DRILLING CRIMPT17E SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-14x5/8' / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-14x7/8" SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE: DUE TO CLEARANCES REQUIRED TO 2" NYLON STORMGARD AT THE THE ROLLER MATH USTALLBARS,SCREWSAII BARS SHALLSBEF 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER SLOES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER WITH 8 1/4-20x5/8" INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS (2 OF WITH (2) 1/4-20x5/8" CRIMPTI I177E SCREWS THRU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU FLANGE TOP LEAF, AND 1 OF U-BAR AND BOTTOM TWHICHISFIELDINSTALLED HINGE LEAF AND 1 THRUWEBTHRUPRE -PUNCHED HOLE OF U-BAR AND IN U-BAR) INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH ° 3) 1/4-14x5/8" PLACE U-BAR OVER INTEGRAL RIB WITH CRIMPTITE SCREWS NOTCH DOWN TO CIEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-140/8" SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, SHOWN AND USE (1) 1/4-14x7/8" SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-140/8' SELF DETAIL D HINGE LOCATION. USE (1) 1/4-204/8' DRIWNG CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS, DETAIL THIS SHEET. A8x3/4' MIN STAINLESS SCREWS WITH STAINLESS i BACKED RUBBER WASHERS 3-1/2' O.C. MAX-------,-' JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON. TX 75007 FL PE 51737 TX PE 56308/F2ZO3 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF MNDLOAD CONSTRUCTION DETAILS. 1/8" BEAD GE ULTRAGLAZE SSG4000AC STRUCTURAL SEALANT OR I FACER NON-STRUCTURAL DECORATIVE INNER WINDOW TRIM- USED ONLY ON IMPACT GLAZED SECTION - 11 GA REINFORCEMENT , BRACKET ATTACHED WITH (4) 1/4-140/8" 1 . SELF DRILLING \ CRIMP71TE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) 1114m el 1) 1/4-140/8' SELF DRILLING CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT & OPERATOR BRACKET. NOTE- J-STRUT k SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) ( 1/4-14x7/8" SELF DRIWNG CRIMPTITE SCREWS-- IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3% 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - 4) SECTION DOORS WITH (5) Y. 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - DETAIL F U-BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-140/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1/4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8' CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0-, THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0", THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. NON-STRUCTURAL DECORATIVE OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER 1/4" POLYCARBONATE SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE 1 ATTACHED TO THE DOOR WITH 1/4-14x5/8" CRIMPTITE SCREWS. 3. 18 GA U-BARS SHALL BE STAMPED '46" APPROXIMATELY 8" Ir FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES DESIGN PSF): +25.90/-28.80 MAX WIDTH: 16'-0" ayne® TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" Balton IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21 MODELS 5120/6100/9100 DETAIL E PENST IS ACOLADOFLORIDA, 32514 WINDLOAD SPECIFICATION OPTION CODE 0230 850) 474-9890 REVISIONS P4 CHANGES TO GENERAL! FORMAT AND CHANGED U-BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GIRT 3/8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REOUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT CRT 6/6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LIAR TRACK DETAIL SHEET 2. GIRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GIRT 7/22/08 P9 UPDATED TITLE BLOCK GIRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 LE: N.T.S. (SIZE: A DATE NAME 3/8/06 1 GIRT ED 4/6/06 1 MRB SHEET 2 OF 2 DRAWING PART NO. I REV. 318960 1P10 SPLICE PLATE LOCATION e SEE SCHEDULE 14" MAX 12" MAX 12" MAX I CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE 12" MAX V--TRACK T CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOHN E. SCATES, PE 3121 FAIRCATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 5630H/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF VNNOLOAD CONSTRUCTION DETAILS. 13 GA MIN CONTINUOI, WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR RIVITS - 11 GA MIN CLIP SEE SCHEDULE- RSW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE TRACK 3) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART DOOR MAX PSF WIDTH 9'-0', 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF r j/agne® Balton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN 8500)A474 0989A0 32514 REVISIONS 2 2 INCH TRACK -CLIPS -TEXAS NALL ANGLE 12 FOOT JPOATED 3PJ 6/11/03 3 UPDATED FORMAT. INCREASED ALLOWABLE RESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. HANCED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING ETAI L, CHANGED TO TITEN HD ANCHORS CRT 4/2/07 4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. CRT 8/21/07 5 UPDATED MODELS JSTED IN CHARTS. JPOATEO SPLICE k CLIP SCHEDULES. LP 9/06/07 6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 7 UPDATED CHARTS TO ELIMINATE THE USE OF THE #8 CLIP (REPLACED WITH q9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 P10 UPDATED TITLE BLOCK CRT 5/2/10 DATE DRAWN SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" t1" EDGE DIST E60XX MIN. 1 /8 2-24 1 /8 V 2-24 MIN 3/16" STEEL FOR 5/16" x 1-5/ T WALL ANGL LAG SCREW O EQUIVALENT IN JAND MIN 2 x 6 NOTRACK CLIP SPF (G=0.42) BETTER AT EA1/4-2Ox9/ HOLE OR PAIRTRACK BOL HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL 2 3/4" MIN EDGE DIS a a a.. CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NINOLOAD_ CONSTRUCTION DETAILS. MOUNTING TO STEEL DETAIL OPTIONAL: WALL ANGLE MAY BE ATTACHED TO SUPPORTING STEEL WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2" THICK DOOR CLIP S FROM BOTTOM TO TOP SPLICEHEIGHTPLATE # 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10' - 0" 7, 9, 9, 9, 9, 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20 13'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 1 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOORHEIGH CLIP S FROM BOTTOM TO TOP SLICSPA EE # 7'-0" 5, 6, 6, 7, 7, 9 12 8'-0" 5, 6, 6, 7, 7, 9, 9 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13 18 14'-0" 1 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18 MODELS 6100 8300 8700 1-3/8" TO 1-5/8" THICK DOOR HEIGHT CLIP S FROM BOTTOM TO TOP SE LATE # 7'-0" 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 8 10'-0" 4, 4, 4, 4, 5, 6, 7 6, 7, 7 8 11'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9 12 14'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR CLIP S FROM BOTTOM TO TOP SPLICEHEIGHPLATE # 7'-0" 4, 4, 4, 4, 4, 4 6 8'-0" 4, 4, 4, 4, 4, 4, 4 6 9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 1 4, 4, 4, 4, 4, 4, 4, 4, 4 6 TRACK SUPPLEMENT Wagne® palton 3395 ADDISON DRIVE CHART PEN( 850)A474 09 90 32514 REVISIONS 2 2 INCH RACK -CLIPS -TEXAS ALL ANGLE 12 FOOT PDATED PJ 6/11/03 3 UPDATED FORMAT. 4CREASED ALLOWABLE RESSURES TO 46.00-52.00 PSF FOR LL DOO/R WIDTHS. HANGED TEXAS WALL NGLE" TO "CONTINUOUS TALL ANGLE". ADDED UBSTRATE MOUNTING DETAIL, CHANGED TO ITEN HD ANCHORS RT 4/2/07 4 CHANGED FORMAT. DDED MODELS 9800 ND 8024 WITH OVERLAY O TRACK CLIP CHEOULE. RT 8/21/07 5 UPDATED MODELS ISTED IN CHARTS. UPDATED SPLICE h CLIP CHEDULES. LP 9/06/07 6 UPDATE MOUNTING ETAIL DRAWINGS. HI 10/05/07 7 UPDATED CHARTS TO LIMINATE THE USE OF HE q8 CLIP (REPLACED ATH q9 ACROSS THE CARD). LP 10/24/07 8 UPDATED STEEL IOUNTING DETAIL IRB 04/11/08 9 EXPANDED 1-1/2" TO 3/8" DOOR THICKNESS HART UP TO 14' HIGH. RT 12/11/08 10 ADDED MODEL 5700. iPDATED TITLE BLOCK RT 6/2/10 DATE NAME DRAWN 1 8/21/07 GIRT CHECKED 8/21/07 MRB SHEET 2 OF 2 DRAWING PART NO. REV. 307494 P10 i Florida Building Code Online Page 1 of 3 2 FppertnlcJuldate-ntd BLIS Home E Log In User Registration I Hat Topics Submit Surcharge Stats & Fads Publications ; FBC Stag j BCIS Site Map I Links Search i DilSeSr- oTIrzCCilJuses: ProductApprovaE pubncuser Regulation Product Approval Menu > Product or Apnlicatipnsearch Apolicad-n List > Application Detail FL # FLIS332-RZ Application Type AFFlrmation Code Version 2014 Application Status Approved Comments Archlved M Product Manufacturer MI Windows and Doors Address/Phone/Small 650 West Market Street. Gratz, PA 17030 717) 365-3300 Ext 2S60 bsltlinger@mlwd.com Authorized Signature Brent Sitlinger bsltlinger@miwd.com Technical Representative Address/Rhone/Email Quality Assurance Representative Address/Phone/Email Category Fxterlor Doors Subcategory Sliding 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 the Luis Roberto Lomas Evaluation Report Florlda License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/201S Validated By Steven M. Urichr PE FJ Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL1S332 R2 COL FLCOI.pdf Standard Year AAMA/WDMA/CSA 101/I.S.21A440 200S RiI affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity UYes ONo ON/A https://w,,vw.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWL. 8/31/2015 Florida Building Code Online Page 2 of 3 FLIS332 RZ COC FLIS332-COMP.t)dF Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 4 FL # i Model, Number or Name i Description i 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"X80" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 1I 08-00500C.pdf 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. REFERTO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108078.odf PRESSURE RATINGS 1 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 Instructlons Approved For use In HVHZ: No 51-i5332 R2 1I 08-00498C.pdf 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.Ddf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 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 Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512968A.pdf PRESSURE RATINGS Created by independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-02249A.pdf 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 FLIS332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation instructions Approved for use In HvHZ: No FL1533Z R2 II 08-02Z50A.ndf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512970A. pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.E SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x46" Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 Il 08-00499C.pdf Approved for use outside HVHZ: Yes Verifed By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN ELIS332 R2 AE 510806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtII8572gvdWl... 8/31/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL1S332 R2 Instructions Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510808B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143`x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No EL15332 RZ 11 08-00502C-.9-df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 RZ AE 510809B.gdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 4301440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL}5332 R2 II 08-00503C.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 510810B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Bodt Nevi Contact Us :: 1940 Worth Monme StreeL TallahasseePhone, 650-487-1824 The State of Fiorlda Is an AA(EEO employer. 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Product Approval Accepts: CrtlitRA https:// www.floridabuilding.org/pr/pr_app_dtl, aspx?param--wGEVXQwtDgtH8572gvdWl... 8/31/2015 NOTES: 1. THE PRODUCT S40WN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING 1'0 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. 1% BUCK OVER MASONRY/CONCRETE IS OPTIONAL INHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR CO-1.6 WAS JSED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: _XTRUDED ALUMINUM 6063—T5. S. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED 3VPACT PROTECTIVE SYSTEM IS REQUIRED FOR THS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM, SHIM WHERE SPACE OF 1/16" OR GREATER -OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE, OVERHANG RATIO — OVERHANG LENGTH/OVERHANG HEIGHT 10, FOR ANCHORING INTO WOOD FRAMING OR 25( BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCDNS WITH SUFFICIENT LENGTH TO,ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILUNG SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION! RESISTANT. 14,INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR. MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW; A. WOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063—TS 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, YIP, FIX I TABLE OF CONTENTS SHEET NO.[ DESCRIPTION 1 I NOTES 2 — 3 I ELEVATIONS 4 — 10 INSTALLATION DETAILS REVS CNs I REV I O'_4CFMON I DATE I APPROVED A I ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R:, 1 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES WN: UhG N0, R V.L. 1 08-02249 sDAI¢ NTS IDA'E 10/30/13 5H-1 OF 10 SIGNED: IZ,16/2013 h FF HE 25" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART $5 FOR NUMBER OF LOCA710NS REQUIRED fi" MAX G" TMAX 6" AX AME IGHT 6' MAX 6" MAX I SERIES 420 SGD REINFORCED WfTHOUTADAPTER EXTERIOR VIEW DESIGNPRESSURERATWG "ACTRARNG 35.OPSF NONE WITH24132" SILL SEE CHARTS #1 AND 02 FOR OTHER UMTS RA77NGS D£SIGNPRESSURERATING I IMPACTRARNO 25.01-28.6PSF I NGNE WITN mal SILL SEE CHARTS d3 AND At4 FOR OTHER UNITS RAT7NGS CHARTV WITH 2.1/32' S11.L WHERE WATER Wr-70RATION RESISTANCE IS REQUIRED. C=AIr P4AkgrT1 Design prgsarlra Chan O)SO sn Is Panel and Total Fratre Wtfth (at) Franc 30.0 3" 20 I90 Haight 6100 72.00 64 a6.0 Pee eNg Pe Neg s Neg Pas N 80 5.4 40.0 60.9 45.7 4 20 eiN8.) 0 40-D 552 40.0 413739 9.0 40.0 S24 0 A 96A 40A 49B 0.1 38A438.4 CHART #. 2 Wr7Ti2- IAA SILL WHERE WATER INF2TRA7701V RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Design preastrn ehart(psn -. Flarre single Panel and Total FrentWdth (In Neght 30, 0 5a. 00 26. 07ZDD 420 B000 4BA 96. 00 Pos Meg Pos Meg Pas Neg Pas Neg 0 SBA 58,4 0,9 9 46,T 43.7 42A 42.0 mt, 652 552 48.0 0 43.0 43.0 39A 39.4 szo 52A 624 45A 43.4 40d 40 37.1 37.1 95. 0 49.5 49.6 1 43.1 1 3e.4 I 38A 35A 3 0 BENSIONS DESC8IPRON GATE APP6QJEb ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L. CHARTvM WrTH 1-U"SI11 WHERE WATER INFILTRAT)OARESISTANCE IS REQUIRED. Desgn pre=re Chad (pan Fwne Forte S gle Panel and Total Bane wanpn) Hetht D' 0 60A0 3d0 200 d20 84. 00 48. 0 96, 00 In) Pos Net Pos Key Pas Neff Poo Nag Ko 25.0 47.8 25.0 41.7 25.0 1 37,4 26.0 1 34.4 88. 0 25,0 f 142 26.0 38.3 25.0 352 25.0 322 92A 25-0 42-9 25.0 1 312 25.0 332 25.0 1 30.3 96. 0 0 40.7 2.0 353 2S.0 31.4 26.0 1 28.6 CHART A4 WITH 7-72' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 7 CHART 1F5 Design pras ufs chart (pdn s ogle Panel and Total Fr 4Hdlh (h) F4ann 30. 0 3IL0 42.0 48.D Holght 60. 00 7200 ado° In) Pos Neq Pos Neq Pos Net Pos Heg a 1 47.8 1 7b 41.7 41.7 37.4 37.4 34.4 34A SILO 46.2 452 3a,3 393 352 2 t2,2 322 92. 0 42.9 i 4249 373 372 33.2 39.2 303 303 96. 0 40. 353 353 3/A 71A 26.6 Number ofenchorlorntlons rvquiled single Panel and Total Frarte Mh (In) 46, 0 N) 30. 0 M0 XdS Jamb 0 720 Xis Jamb 420 84. 0 H6S Jamb 96. 0 H6S Jamb r4. 0 4 6 a 6 6 6 s s a6. 0 4 8 5 0 e 6 6 e 92. 0 4 6 5 8 6 B 6 e 990 4 0 5 8 6 8 6 6 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 98" x 96" ELEVATION DRAWN. DriV No. F V. L. 08-02249 scA NTS °°TE iD/30/13 -,LT2 OF 10 tr FP HE 95" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART J6 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX r -I 5" MAX S" MAX 6" AX ME G HT 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER E MRIOR VIEW DESIGNPRESSURERATING IMPACTRATING 36.OPSF NONE WITH 2-1.37' SILL SEE CHARTS Ef AND 42 SHEET 2 FOR OTHER LNITS RATINGS DESIGN PRESSURE RATING fMPACT RATING 26.01-28.6PSF NONE WITH 1-12° SILL SEE CHARTS #3 AND #4 SHEET 2 FOR OTHER UNRS RATINGS WASIONS REV EScmp ON I DATE I APPKNED A ADDED FLANGE AMC) FIN INSTALLATION 1 12/10/13 1 R.L. CHART#6 Rambo/ of—hor 1e tfon—gnlred 61np10 Paneland7otal LlnILVMth (In) Frans 1tL0I 00.0 420 1 48.0 Helpht 6010 720 84,0 85.0 Rd'S Jamb RRS Jamb Hd5 Jamb NRS Jamb 84A 4 b 5 0 6 6 6 6 88.0 d B 5 6 6 6 6 6 9L0 4 6 6 6 6 6 8 B 86,0 4 6 6 6 b b 8 6 5 3/8" 2" 2 1/32" SILL ALUMINUM 6063-T5,055THICK 5 3/8" 2" 1 1/2" SILL ALUMINUM 61769-76.055THICK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96" x 96' FIN ELEVATION V.L. 1 08-02249 SCALE NTS DATE 10/30/13 r"EET3 OF 10 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBEQ]fENf 1 BY OTHERS 1 /4" MAX. SHIM 10 WOOD SPACE SCREW 410 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II I I II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, PLOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INAGGORDANCE WITH ASTM E22112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUnON ADHESNE OR EQUAL 1EE SHEET 3 OR SILL OPTIONS MIN. LENT FZM109S DESCAlmoN MIX I APPROVID ADDED FLANGE AND FIN INSTALLATION 12/10/13 I R.L. 1 3/8" MIN. t/44- MAX. EMBEDMENT r SHIM SPACE INTERIOR 1/ 2" MIN. EDGE DISTANCE . I. 10 WOOD ECTEI SCREV! WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS M1 WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS MRAwR: Mwc No. e V. L 05-02249 SCAB NTS — 10/30/13 ISIMET4 OF 10 y GENS 9iP TAT 0-F70R104'• S+S" ahlAE yG\ METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE f 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN 3ED OF VULKEM 116 NSTRUCTION ADHESNE EQUAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECT701V METAL STRUCTUREINSTALLATION NOTES. f. INTERIORAND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE Wl1N ASTM Eli f2 7/ 8" MI' EDGE DIST/ I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REASIOIIS DESCRIPMN I DAME I APPROVED ADDED FIANCE AND FIN INSTALLATION 1 12/10/13 1 R.L JAMB INS7ALLATION DETAIL METAL STRUCTURE INSTALLATION ME WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS DRAWR DWG ND. R V. L 08-02249 III - ALE NTS DA7E 10/30/13 jsliM5 OF 1 D 0y6J? 5 REVISDNS 2 1/2` MIN. rtEV DESMP110N DA1e aPPRCVEV EDGE DISTANCE f A ADDED FIANCE AND FlN INSTALLATION 12/70/75 R.L a.` v 1 1/4" MIN. bQe EMBEDMENT a • . 1 1/4" MIN. CONCRETE/ i EMBEDMENT MASCNRY 1/4" MAX BY OTHERS SHIM SPACE OPTIONAL a ' 4- MAX. 1XTOBUCKBE 2 1/2, q SHIM SPACE INTERIOR PROPERLY MIN. SECURED SEE NOTE 3 EDGE DISTANCE_ SHEET 1 Fill 3/16' TAPCON 3/ 16" TAPCON CONCRETE/ MASONRY OTHERS \ II II EXTERIOR 11_INTERIOR SILL TO BE SET IN A BED OF VULKEM 11S CONSTRUCTION ADHESNE OR EQUAL 3/ 16- TAPCON SEE SHEEP' 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS MIN. a•• j '° EMBEDMENT 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRE7EA( ASONRY INSTALLATION DPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 EXTERIOR JAMB INSTALLATION DETAIL CONCRETFJMASONRY INSTALLATION NOTES.' 1. INTERIOR AND EXTERIOR RNISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETERAND JO1NT SEALANI-BY OTHERS TO BE DESIGNED bV ACCORDANCE WITH AS7M E2112 MI WINDOWSLLC o W. ACROSBY0RDS CARROLLTON, TX 75006 A\ S..'. q J ti••,\G NY-. Dy .* 4.TAiroFSERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96' INSTALLATION DETAILS lA(FRAMEAw iaS: clORI P z1iS t1 DRAWN; Dwe RD. REV V. os A NAL So2249sine 30/13 6 OF 10 NTS10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMWC OR 2X BUCN BY OTHER! 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR "1 11 11 INTERIOR VERTFOAL CROSS SECTION WOOD FRAMING OR 2X BUOK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT SYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/8" MIN. EDGE DISTANCE D BE SET IN OF VULKEM 116 10 WOODRUCTIONADHESIVE UAL SCREWS SEE SHEET 3 FOR SILL OPTIONS MIN. BENT WOOD FRAMING OR 2X BUCK BY OTHERS RENSIONS DESCRIP110N I DATE I APPRW50 ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L TI 1/4" MAX SHIM SPACE A- INTERIOR MR o EXTERIOR JAMS INSTALLATION DETAIL WOOD FRAMING 0R2X BUCKINSTALLAT7ON MI WINDOWS AND DOORS LLO 1001 W. CROSBY RD CARROLLTON, TX 75005 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS DRAµtL DWG NO. R V.L. 08-02249 SON.E NTS 10/30/13 —7 OF 10 rj 111/ lill R. L OW i v •GEAf& q! 0 6 *r TATE OF c OR1 P.` N JSS ONA `tE cs\ METAL STRUCTURE BY OTHERS 10 SMS OR SFLF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILUNC SCREW INTERIOR SET IN VULKEM 118 ON ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: J. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOTSHOWN FOR CLARITY. 2 PERIMET]ER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITHAS7M E2112 REVISIONS REV DESCRIMN A ADDED FLANGE AND FIN INSTALLATION TI 1 /4" MAX. SHIM SPACE 7/B" MIN. INTERIOR EDGE DISTANCE I ak= 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION OATE APPROVM 12/10/13 R.L. LLCMIWINDOWS1001YRDIIt/o• W. CROSB CARROLLTON, TX 75006 v,•-Xr+ENs:9 SERIES 420 SGD REINFORCED WT HOCTT ADAPTER 0.6 5 95" 96O n' - LFLANGEINSTALLATION DETAILS S O: $ TAT OF r DRAWV.LN nwc No. 08 49 slONALLE SCALE oA1E sF eErTUTS10/30/13 B OF 10 2 1/2- MIN. EDGE DISTANCE a.. 1 1/4" MIN. EMBEDMENT CONCRETE/ a MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/15" TAPCON EXTERIOR I I I I L—E INTERIOR SILL TO BE SET IN A BED OF VULKEM IIS CONSTRUCTION ADHESIVE 3/16" TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ YONCRETEOTHERS a. I A• 1 1/4" MIN. EMBEDMENT a 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIWSONRY INSTALLATION REv6IDNs DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/t0/1J RL 1 1/4" MIN. EMBEDMENT 1/4" MAX. 2 1/2" SHIM SPACEI INTERIOR MIN. EDGE DISTANCE 3/16" TAPCON LrExjCONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETEMASONRYINSTA1Li TION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES' 1. WTERIOR AND EXTERIOR RWSHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 i2 MI WINDOWS AKD DOORS LLC CARROLLTON, TX87500b St1R(It/o,, SERIES 42D SGD REINFORCED WITHOUT ADAPTER 9S" x 96, 4TAT7_017111-go— FLANGE INSTALLATION DETAILS R+\ C pRN4Nt DWG ND. REV A kA4sls)L SCAIE NTg — 10/30/13 —ET9 OF 10 WOOD FRAMING BY OTHERS 1/4" MAX SHIM SPACE 1 1/4" MIN. EMBEDMENT i— 8 WOOD SCREW 7/16 MIN EDGE DISTANCE 8 WOOD SCREW 7/1 B" MIN EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN_ EMBEDMENT WOOD FRAMING BY OTHERS r 1 /4" MAX. 7L SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9. FMMIONS DESCWPION DA7E I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L. 1 5/8" MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 1/4" MIN. EMBEDMENT 1X BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED I I jjj 3/16" EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE BY OTHERS INTERIOR TRIM - TRIM 1 3/8" MIN. EMBEDMENT INTERIOR T HOOK STRIP HOOK STRIP S#10CR W000 SCR SELF DRILLING SCREW SCREW PANEL DCrER10R PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKIWOOD FRAMING METAL STRUCTURE MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 ' •\C Ng'?s'-, SERIES 420 SGD REINFORCED WITHOUT ADAPTER 6 = NOTES: 96" x 96 Y. lNTE'R10R AND EXTERIOR FINISHES.BYOTHERS, NAILFIN & HOOK INSTALLATION DETAILS ?30 TAT OF NOT SHOWN FOR CLARITY. _ D SIGNEDINACCORDANC WRHAS E21f2 BE VRLw Dwc No. 0$-02249 sCA E DA7q S11EETNTS10/30/13 10 OF 10 RNISIONS 1/2" MIN. RfV OESCRIRIION OAIE APPROVED EDGE DISTANCE A ADDED CHARTS 1 03/05/12 R.L. 8 REVISED PER NEW 1F.STING 10/13/13 RA- 1 3/8" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L WOOD FRAMING EMBEDMENT OR 2X BUCK I_ BY OTHERS 1 3/8' MIN. 1/4" MAX. EMBEDMENT SHIM SPACE MAX. SHIM i INTERIOR AID WOOD SPACE 1/2" MIN. SCREW EDGE DISTANCE n ILI, JI tl EXTERIOR INTERIOR 10 WOOD SCREW SILL TO BE SET IN 10 WOOD A BED OF Vi1LKEM ADHESIVESCREWCONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 EXTERIORFORSILLOPTIONS WOOD FRAMING OR 2X BUCK WOOD FRAMING JAMB INSTALLATION DETAIL BY OTHERS OR 2Y BUCK BY OTHERS WOOD FRAMING OR 2X BUCK lNSTALLATfON 1 3/8- MIN. ETA BEDM ENT VER770AL CROSS SECTION WOOD FRAMING OR 2X 8UCKINSTALLATTON MI WINDOWS1001 W. CaROSBYRD LLC S,R CARROLLTON, TX 75006 v\ -N q*- P SERIES 430/440 XIX SGD ; *- NOTES: 143" x 96' REINFORCED = a' ^ i 1. INTERIOR AND EXTERIOR KNISHES, BY OTHERS, FRAME INSTALLATION DETAILS .-JO STATE OR 'tij- NCLARITY. i;;F,AZORVD"- CG4` 2 PERIMETERANDJOINTSEALANTBYOTHERSTOBEDwcNo. DESIGNED IN ACCORDANCEWRNDRAWN: ASTMF2112 DRAW O$- 00503 C SCALE NTS I DAB 02/23/09 sN T3 OF 9 M ET -AL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTAU A770M NOTES_ T. [NTERIORANO EXTERIOR FINISHES, SY OTHERS, NOT SHOWN FOR CLARITY. 2. PERtmETERAND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 RMIONS REV OFE;CRIP IDN DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 1/4" MAX. a REYSED PER NEW TESTING 10/15/13 R.L. SHIM SPACE G ADDED FLANGE INSTALLATIONS 12/06/13 R.L i /4" MAX. 4 I SHIM SPACE 7/8" MIN. EDGE DISTANCE INTERIOR aRIIKILLINNG R 10 SMS OR SELF DRILLING SCREWS EI .. 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE IUAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS EXTERIOR JAMB INSTALLATION DETAIL METAL STRU07VRE INSTALLATION M( WINDOWS AND DOORS LLC tool W. CROSBY RD CARROLLTON, TX 75006 SERIES 4.30/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS pAAWN: WS N0. E.A. 08-00503 scut NT'S — 02/23/09 s""T4 OF 9 tG£NS,6:.,9 TATE60F ; r 5, 0` Ptcs ORl4: G'SS jj 0NALi" CONCRETE/ MASONRY 13Y OTHERS OPTIC NAL 1X DUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1 /2" MIN. EDGE DISTANCE EMBEDMENT 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 2 1/2' MIN. EDGE DIISTANCE 1/4!' MAX. SHIM SPACE 3/16" TAPCON 3/16" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL 1 t J-N 1 SEE SHEET 2 l FDR SILL. OPTIONS r 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION EDGE/DISTANCE REV I DESCRIPTION DATE AP"OV= A ADDED CHARTS 03/06/17 R.L B REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R,L INTERIOR 11 1 II q JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRE7E/MASONRY1NSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOTSHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT 6YO7HERs TO BE DESIGNED INACCORDANCE WITH ASTM Elf Y2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 14.3" x W REINFORCED FRAME INSTALLATION DETAILS DRAWN; OWO N0. F.A. Os—OOs03 SC&E NTS 10-- 02/23/09 ISHgET5 OF 9 1/2" MIN. EDGE DISTANCE 13/8" MIN.DMOOD FRAMINGEMBEENTOR2XBUCKBY OTHERS1 3/8" MIN. ftEMBEDMENTSHIMSPACE 1/ 2` MIN. DISTANCE f10WOODEDGESCREW EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS INTERIOR VERTICAL CROSS SECTION WOOD FRAMING DA 2X BUCK INSTALLATION NOTES. Y. INTERIOR AND EXTERIOR FTNISHES, BY OTHERS. NOT SHOWN FOR C(ARTTY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH A577W E2112 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING 1 OR 2X BUCK BY OTHERS 1 3/8" MIN. EMBEDMENT RPMSWNS REV I DESCRIMN aTE APPRDVEo A ADDED CHARTS 03/05/12 R.L. H REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1/ 4" MAX. SHIM SPACE INTERIOR I I EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLAT70N MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 4ZO/"O XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWc No, F. A. 08-00503 CALE NITS It'- 02/23/09 sREETS OF 9 4 0TAT SOF METAL STRUCTURE I3Y OTHERS EXTERIOR 1 /4" MAX. SHIM SPACE OR 7/8- MIN. LUNG EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS 1 / 4" MAX. SHIM SPACE INTERIOR REWSION7 REV I oESommoN DATE APPROVED A ADDED CHARTS 03/06/12 R.L B REVISED PER NEW TESnNG 10/15/13 R-L C ADDED FLANGE INSTALLATIONS 12/D6/13 R.L. SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 10 SMS OR ORR EQUAL METAL SELF DRILLING STRUCTURE SCREW BY OTHERS EXTERIOR METAL SEE SHEET 2 STRUCTURE FOR SILL OPTIONS JAMB INSTALLATION DETAIL 13Y OTHERS rh METAL STRUCTURE INSTALLATION VERTICAL CROSS SE077ON METAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FlwsHE5, BY OTHERS, NOT SHO WN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE NTTHASTM E2112 MI WINDOWS AND DOCKS LLC IC01 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143' x 96" REINFORCED FLANGE INSTALLATION DETAILS F_A DRAWN: DWODRAWN: N0. 8-00503-00503 sCLE NTS — 02/23/09 1 sH"7 OF 9 lN \ l l l LLl 1 J qGeNs41 ya TATE OF -_u,— i 0, OCORIO?• ONA {11 REVISIONS 2 1/2" MIN. REV DESCRPIION DATE APPROVED CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/0$/12 R.L MASONRY BY OTHERS 4 6 REV[SED PER NEW TESTING 10/15/13 R.L. d r a .. C ADD© FLANGE INSTALLATIONS 12/C6/13 R.L. d a 1 1/4" MIN. EMBEDMENT 1 1/4' MIN. 1/4" MAX. a' EMBEDMENT SHIM SPACE a JI OPTIONAL 2 1/2" MIN. IX BUCK EDGE DISTANCE INTERIOR TO BE PROPERLY SECURED 1/4° MAX. 9 SHIM SPACE O E NOTE 3 3/16" TAPCON a SHEEP 1 3/16" TAPCON CONCRETE/MASONRY EXTERIOR INTERIOR BY OTHERS 3/16• TAPCON .° • • , SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE B1' OTHERS 1 1/4' MIN. EMBEDMENT VERTICAL GROSS SECTION 2 1/2" MIN. CONCRETEWSONRYINSTALLATION EDGE DISTANCE EXTERIOR OPTIONAL 1x BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETFJMASONRYINSTALLATION SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINfSHES, 8Y OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM EP112 M! WINDOWS AND DOORS LLC RSI s Ioiirrr 1001 W. CROSBY RD CARROLLTON, TX 75006 y s GEN• yr 0 5 *= SERIES 430/4-40 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS TEOF A1i'' I'C S GOtZId: G\` DRAWN: OWG ND. REV F.A. OS- 00503 c fir S pNA; \ SCALE NTS — 02/23/09 --8 OF 9 1 5/8" MIN. EDGE DIST. TRIM —_ INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP —' 1 1 /4" MIN. EMBEDMENT 1X BUCK BY OTHERS, 1X HUCK TO BE PROPERLY SECURED 3/l6" TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM -\ 1 3/8" MIN. EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR PANEL INTERLOCK NOOK STRIP INSTALLATION 2X BUCtOWOOO FRAMING REVISIONS DESCRIPTION 00E APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TES11NG 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP SC SELF DRIWNG SCREW PANEL EXTERJOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES., INTERIOR AND EXTERIOR FINISHES, BYOTHPAS, NOT SHOWN FOR CLARITY. 2. PERTMETERAMD JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 MI WINDOWS AND DOORS LLC Lro 1001 W. CROSBY RD CARROLLTON, TX 75006 JSIIR. v,•v\0 NSF; 1p NCA6TESERIES430/440 XIX SOD 143' x REINFORCED pOHOOKINSTALLATIONDETAILSaF= DRAWN: ova No, F. A. D&—o050 3 0MAL ORIa` ft// JJfllllll srxE NTS oA1E 02/23/D9 SH-S. OF 9 6/9/2017 Florida Building Code Qnline Fg iia' x BCIS Home Log In User Registration Hot Topics submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search i Product Approval USER: Public Userdoor Product Aooroval Menu > Product or ADDlication Search > Aaalicadon List > Application Detail ftom. . FL # FL15000-R2 3 H 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@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer v 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. y' Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Indeoendence.pdf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/I.5.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https:/!floridabuilding.orgtpr/pr ppp_dtl.aspx?param=wGEVXa.vtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8e/`2fuCfc2MRiSC82iv%3d%3d 1/3 6/9/2017 Florida Building Code Online FL15000 R2 Eouiv FL - 15000 Equiy of Standards odf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/201S Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summa of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 68 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000 1 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Design Pressure: N/A Created by Independent Third Party: Yes Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 150001 odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars.. (This product approval requires the use of " Y' part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000. 2 b, "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite( s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 11 INST 15QQQ 2 df 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 15000odf 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.) 15000.3 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 E15000 R2 II INST 15000 3.ndf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, RE. 43409 Impact Resistant. No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1 400 n odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. ( This product approval requires the use of Y' part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO i Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 Il INST 15000 4 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. ( This product approval requires the use of "Y' part number doors and sidelites, which have been stained or painted within 6 months of installation.) f 15000. 5 e. "Fiber -Classic" or "Smooth -Star" 8'0 'Non Impact" Glazed Doubleberglass Door - Outswingf Inswing (XXConfiguratiohftps://floridabuilding. org/pr/pr_ppp_Otl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAriA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w°/o3d%3d 2/3 6/9/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 11 INST 15000.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors, which have been stained or painted within 6 months of installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 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 1I INST 15000.6.1)df 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.odf 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.) Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455,. F.S. must provide the Depar-ment with an email address If they have one. The emails provided may be used for official communication with the Ilcensee. However email addresses arepublic record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 4SS, F.S., please,cllck here . Product Approval Accepts: cChrci M Credit Card Safe https:// floridabui Idi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2Zyi PozAnA6CzHQ3yM Kg2Hy8%2fuCfc2M Ri SC82w%3d%3d 313 EXTERIOR V! i 52, Z @1 iNMRYOR 36,0(r MAX DOOR HOWWAL CROSS SEMON PAN& WDTH DOOR PANEL 4.= AV gd EXTEMOR INTERIOR AtC" CAl'6ER -CLASSIC) C17SEPR CLASSRI ID QQQR PANEL Fiber Cices;c R C SIQ M -CLAIIC) = Ata N-TS- VEYMCAL CROSS SEC70N m. V, JK DOOR PANEL M. rf. LFS 13.9375" 1 PANEL 'A 7025' D.LO_ i m o, C c O 112'G1ASS 1/2" MIN. B1tE Gt GLASS THK. 1/gx TEMPERER GLASS 1 - AIR SPACE r.25" STEEL f 1/8STRCEP7TEMPERED SPACER GLASS 40 4t SEE NOTE 1 5" IN. ULATED GLASS St C LFE FRAME G.A7fN6 QMfl SDELITE PANEL Smooth Star LJ JI LL1 1 ({I INTERCEPT SPACER 40 29 SEE NOTE 1 INSULATED GLASS W! PVC LITE FRAME_ GLAZING DETAIL 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE I18.. TEMPERED GLASS E I StE NULL I HORIZONTAL CROSS SECTION SIDELIIE PANEL 2152" 2589` IA 42 PLA"C UP LF Y""ME /1 ll fflIC UP UTE FRA64E EXTRUDED PVC EXTRUDED SMC i-------i--1D77` .I 1.06 2 VFJ77iCAL CROSS SECTION i1 4 SIDEUTE' PANEL NOTE., 1. Spocing for item #29 & J41 (Re fmme acrows) 1 I 1 I is as fotfoius: From the bottom up or; sides 6.5. h-1 7" -^i• F•' -^i with (7) mare spaced at 9.675" o.o. there are (2) screws both top and bottom of 2.125" In from each eg 57DEUTE TOP dr SO17OM RAIL 38 SIOF tE BLANK SIDE SRLE comer. FINGER JO NTED PONDEROSA PINE, SC-0.43 FINGER JOINTED PONDEROSA PJNF SCm0.4i 5 1 w S o e 02 24 12 Ln N.' S. st IFS i wl. "". FL-Y5000,3 ar 4- or1Z_ n 49 J ..— •• S- INTERIINTERI 7 I''rf7f 1111 Z mp an•: 3'2a a vry dr4• Y:.-'Y;•...v.. NOTE- 0`2 i-aI. The s7de!(te is dYact set Ihto the jamb wRh (72) 8 item #43 a J8 X 2" pfh• Wood screw, There are I'l'. v J the top down at i13 (4) at aaoh velffegl 'omb, from o7613.5 , 31'. 46Z' & 66"_ There are (2) at the 1-114,MK. 21 f8 header at 4' from the autWde corners of the U, 8d9. tTYP,) frame. There are (2) at the a(II, 4' from the r" outside comers. 'c vR cq jL: 0 HORIZONTAL CROSS SECTION 7 F a N 48 1-1/4' MIN- 49 EMB_ (TYP) a m 15'MIN. 17 13 45 C-SINK 6 a 44 43 na 7 4 r ..: t+'• 8 ! In lb.7ER(d TO a I 'Y •. p AC7TVE Y11- irs:_. Gf 7A 36 .• .i, r1 a u 43 'a' •ti' o ~ a SEE NOTE 1 35 OR 9 n. 21 43 aaeaLn z 10 16 12 s rnro,\ HOORttZOONTAL CROSS SECTION 3") HORZONTAL CROSSSECTION d/ fERmni 4- 4' all i i i f t MULIJON sHOWN FOR WASORR 419 REFERENCE MASONRYIY7 ff Jill > OPENING Typ, HFAO OPENING TYP. AM 01 1 02 X JAMBS SHOWN FOR k 1 5 12-4REFERENCEA1. A 9 1w 2X BUCK—\ OC 2X BUCK ASTRAGALAS7RAGAL SHOWN FORSHOWNFORit REFERENCE It ui C5 REFERFNCF C5 it c 001JBLE W/SIDRZM BUCK ANCHORING DOUBLE DOOR INSVNG BUCK AN T-T- Z17- MUWON SHOWN FOR RE!"ERENCE VASONR'r Ir MASONRY7 7YP. HEADOPNlNr OPENING TYP. HEAD o JAMBS —T & JAMES U5 CONCRIFIE ANCHOR NoTB-1 1. ConcMio offhe uom may be ad7ustad to maFrlWn fhe mb. 2X BUCK d&cr,,-e to rnorWjoint- 2X BUCK mainfab te rnfn. edge dleonce to mortcrjofrzls cddTfand=Cmt* cnchom cry be requYed to emure ftie "MAX CN CBqTEr danenston cre not exceeded- MUWON SHOWN 5OR Na REFERENCE ITW JK TAPCON 2" A' gy, Us ULTRACCO 1 1-1/4- p]N LE vv/EIDEUTES bIKULL QVQX FL— 6000.3 BUCK ANCHORING BUCK ANCHORI Q sHEL7 8 oF 12 U1 jti nti 4. sdn 7B.88" 20.6Y ]e.5' 14.Je" a o m o n •__ BOTTOM r: 27 0 3i U'Z 27 27 TM TYP. 0 W2 32r 32S LA 0J5' 0.73" L+ 0.0f3' --i O u w o_ 2 SEE NOTE 1 Q 4 w O g i z NOTE: GAL DE7AILDEPAIL DAM 02 24 12 sma M.T.s. a aWQ en ixOLTa1. THE ASTRAGAL BHAS A 3" THROW AT THE TOP arr. EP LFSAND aTHEBOTTOM. WU N; H¢, FL— t 5000.3 n 9 ELT )' i OF 'I Z v THERMAITRU TH EFR,NEA TRU DOORS T I" 1—ma--- CA., a —wrap. PH —.17 FIBER CLASSIC"/ "SMOOTH STAR" V0 INSWING wl & WOUT SIDELITES FIBERGLASS DOOR NON -IMPACT" GENERAL. NOTES I. This product has been evaluated and'atn comptance With the Sth Pdlibn f7014I fiorida Bullding Code [FBCI stNctulal requimMenis includmg the'Nigh vzs odiy HurreemeZone 2. ProdudonchntsshallbL asraledandspacedasshovmondeetafs_AncharentedmenFtobdse moterid shall be beyond wag dressing arstucco. 3. When usedin the "HVHi thls prvduct'sT2qufred to beprorected Wlih an Empoatnesisiant covering Uvt complies with Section 1626 of the M. 3 4. Whemised In areas ouhide of The 'HVIV reClUiin9NVmd borne debris proleclion fMs product required to be profecfedwifh an Impact resistant covering that compr1mviWection 1609.12of i them 5. For 2xstud harnIngcorMrucfoh.ahchoringofthe Lmiisshalfbethosarneasihatshown far 2x buckmasonry conlshuctton. a d.5liecondif'mnsthotdevictefrom the detoitsof this dlawingrequMiriherengrieeringanolysfsby a licensed engineer orregistered archilecL 7. This product does not meet the water itrtiltratim requvemersis Tar the'KVHr. Inswing Lmits shall be s fnstolted only in non4raMble areas of athabitabfefocc iorsprafecled by on overhang or canopy such that the angle between the edge of canopy or evertmng to sOl Isles than 45 degrees. ras.srrMAx. SEE aEDVL V r SHEET 6 g MUBLE WiSlpFliiES rNSW1NG UNIT oXXo 37M'MAY i OVERALL TH Ptt> r A. WV' MAX. OV92ALL fPAMEWDIH —{ A b, D D f SING'Lf= INSWING UNIT X SEE DETAIL A'/ SHEET e g 12PUBLE:NSv/ G t1—rr z SEE DETAIL W / 1 2 SHEET 6 5 g WCXE / SIA£1X I NZYNG VW7 7"7 .;%•'i.J?ei' n9'a d .':?'-':l3i t ` qf. e:(:,`+? 13Y _' -`". S?sv;.-M.,°"t-3T.( Et --" FL-7saoo. n U S W Z 3690'MAX. DOOR PANELMOTH 2 DOOR PANE2 Smooth Star n +AI sme SMOOTH STAR) @_ NIN6E ST14E SMOOTH STAR) WERIOR HORIZONTAL CROSS SECTION 2J DOOR PANEL j I Z4S' 4+— nr v F I S4 TOP RAIL TA (SM007H SR) din S EN 57 B077bM RAIL SMOOTtf SEAR) 7 L_[ VEnICAL CROSS S£CTTON 2 DOOR PANEL a.mww._..,,.,.,.—. o,.-,,,ow,,,,.,.-,,o,_a.=,„.au..ms.,w=v:e=.,,,,,..gnu,,,m_:.nm.,u,,,rc::..,..,,.r,.,.-:,vcma mr,.x;,a,,:,,v.:_-.—..exr,,:.,r..-:,:-.,n..a„m.,nu.nm..--'ava_-,.,•—u-:::.-:._ex.>a.s:p.,...,a:nro,+—,en-... _n,u_.o:r e:L.r -. .,.Tr_rrm,. E a E ' R I b'-O VERTICAL CROSS SECTION 5 2 SEE NOTE 2 2 VERTICAL GROSS SECTION 5 1 V tl _T rl I Ile d lrfrfrf3(*Itit l` z C ro o V N w ; 6az EMU SEE v a w DTE .2 m 3 VERTICAL CROSS SEM70N 5 Shown w/1x sub —buck OPTIONAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) N07E 1. The sidellte Is direct set Into the jamb with 02) it., J43 a #8 x 2' pfh. wood screw. There are(4) at each vertrcol Jamb, from file top dawn at ms, 3T', 48-5' & 66" Thera are (2) at the header at 4" from the outside comers of the frame. there are 2) jlz a #8 x 2-1/2" pfh. wood screw at the silt, 4" from the outslde comers. 2. OP770PIAL SURFACE BOLTS OX ACTIVE PANEL SEE DESIGN PRESSURE CHART) a m r z ot.02 24 12 SnAM Nx.,' eWd ar. UK GHK. ar. LFS owmnc M-- FL-1500D d crag 5 or,j7 I n...,:...a,..,:-,,„v.--„.,.r.,,,.:,.,..,.,,vo....,K.m....,r,m„.,,,,p.,<,.,:r,,,:,,,,..,,,r,.:,;,..,..-,.,.,,,,.,,.r.,T_._xw-,..-_.,....,,.,..—....,,.,-.—..,_.—.,-,.-,.-..-_-,—,-.,:. ra.-...,.,.,. T-I MIN. EMR PFJ nr uoz L 3} NORJZONI"AL CROSS SECTION 6 nL VrtV.>J JGUJIUN 6 EME: The s;dellte is direct set IMo the jamb w;th (72) Rem f43 a fa x 2" pfh. Wood screw. there are (4) at each vertical jamb, from the top down of 13.5, 37 ", 46.5' do 66". There ore (2) at the header at 4" from the outside comers of the frame, there are (2) ji3 a fa x 2-1/2" pfh, wood screw of the 01;1, 4" from the outside comers. DETAIL "A" OPTIONAL SURFACE 73OLT5 ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) 2 HORIZONTAL CROSS .SECTION lli L IM FL—ISO00.4 a 6 or 12 g4 I 3g II II MASONRY I I II i OPENING II & HEAD I I I II I! ASTRAGAL IISHOWNFOR 11 I REFERENCE II 2X BUCK II 1 II U II 1 N-MULUON 1 MULLION-' II SHOWN FOR 1 SHOWN FOR I lE REFERENCE 1 REFERENCE 1I lI 1 II EE U I{ NC5 II ! it U 11II EMT I 6 I! 00.6091Z.. DOOR W/SfOEUTES BUCK ANCHORING 4" _ MASONRY 11 GONGR 7E,4t GYOR N07ES' L. Concrete ancharlocations at the comers maybe odjusted to rrrdntain the min. edge distance in Madarjainis 2 Concrefecinch orlocaiionsnoted as"MAX ONCEN rmustbeadjusfedto matntatn the mfn. edge dstance to mortarjoinb. oddtt wlof concrete anchors may be required to ensure the MAX ON Cr.. WMf ' dmeru(on are not rreseded_ Concrete wxhortable- 7 L# a,R:<_::: 1,1' R_`''.t''•-St'::'''.'6Mg5?1v1EpY1':;,; 97i(!FY ,+ F.a`i___. TW TAFCON 114, 1.1/4, 2" 4" ELCO v UITRACON 1/ 4" i,t/` 1" 4" MASONRY 2X 84 - i- II I sa li I TYP. HEAD I 1 & JAM3S I f II II I II II MU LUCK II I1 SHOWN FOR II Il REFERENCE II it JI 11 i I MULLION I I II SHORN FOR Il II REFERENCE II li II II II 11 II SINGLE DOOR WIS22ELY S 1JCKANC E{OR1NG U sa U II 1 7YP. HEAD JAMBS ASTRAGAL SHOWN FOR RE;ERENCE 1y Y 6 U 6 U U it II U if DOUBLE DOOR ANCOH RLNG SACKiSILIIVEMX F1.- 15000.4 Sir -. o MASONI OPENit FRAh 2X EU( I SEE fl DEF'AfL 3^ 1 T 1 t F SEE DETA2 2" Y t3 lyN ALL4Ti0N w 7x sucK 3g 1 5rALlA71t]N E 113 TYP. HEAD do 7TT JnIABs ® Buox K SEE DETAIL i T[ II Ti i i T Tf I VIEW "8'-113' _ _ ` \ DOUBLE DOOR W/SfD9[ITrC CONCRETEANCKOR NOTES: T. Concmta anchortocations at the toners maybe adjusted to maintotn themb. edge cW=ce to modest joints. 2 Concrete anchoNocaffonrnatod tlr MAX, ON CENTER" mustbe arljvs}od to rnolntab She mrn. edge d:lance fo mortarjolnis addWonal conaste anchors maybe required to emwe fhe MAX. ON CENTER° dimension ore not exceeded. 3. Concrete andror table., 12 ITW YAPCONO 1/V 1-1/'r 2° 4" TAPCOX 3115" 1-1/'V 3" 7-1/2' WOOD SCREY FWSTALLA74ON NOTES MOTntdn s T* ro ., aI. a m}nimum 5J8 8dge dfstancs, } en w00dsaews to pmvent the spreng of wood r-T THESE- (2) ANCHORS REQ'D ONLY WHEN OP > 47 PSF MASONRY OPENINC FRAME 2X SUCK- a II HEAD e. JAMBS SEE iYP DETAIL 9 r,,g, US', Q~on frrJrrlF*i1T t Y, m I QgS a Npl11I cJ n Ot mac. 4Y i n JTR V o zIjn 1 4 h J VIEW nC _'("' C"= ;A' VIEW 'A" -"A' I S}NCLE DOOR W/SLELTTES m m 73 49 30 NW/2X BUCK INSTALLAMON 13 W/1X BUCK 48 INSTALLATION 9 0 TO DET.ItL •3, 0£fA1L "2" i-§— ASTRAGAL & SURFACE BOLT STRIKE PLATES 0 HEAD AIL n5, 13 c, 3i a m D2 24 12 WALL N.7.S. 30 Dm an JK DETAIL 'I" mx r!n LFS DETAIL °4^ SURFACE BOLT STRIKE PLATE mwm M. 0 THRESHOLD FL-15000.4 mre¢r 3 orb Z4 A I ' I I FDzwL 2' MASONRY OPENING 73 W/.ZX BUCK INSTALLATION W/1X BUCK INMLAT1DN 1jt FRAME TYP. HEAD dC JAMBS i-LO 2X BUCK SEE 14 'n?. SILL DETAIL '7" I 1 7 I i 1 DOUBLE DO R CONCWWANCHOR NOTES: t. Concrete anchorlocationsgtfhecorners maybe cdJusindtomahtloinfhemin. edge distance to mcrtar jo ntx 2. Concrete ancharloccdloranoted as"MAX ON CENTER" mlutbeadjtutedto ma ntain the min. edge distance to mor arjolM addlifional concrete anchors may bereq+ used to ensure the "MAX. ONCEMER"dllnernion are not exceeded. 3. Concrete arshoriable: YkAlf3•f A`l::i'• a i N. f'.s1iYa A'. Sa7lR•_:. IT.. - mot,::_ Y""'- l"....:..._.: Sa z=rr -_ L3;DSAVLE/• i: REM 1TW 0 TAPCON 114, 1•T/gr 2" RYV TAPCOti 3/ 76" 1-1/,C 7. Mairiioin a niininwm 5/8" edge cTV r,.e, 7" end nrstance, a. 1' o.c. sp=klg of wand screwsfo prevent fhe spGfiing of wood. SEE DETAIL ' 4" 0y A,. 6. W/ 2X BUCK 13 INSTALLATION W/1X BUCK MASONRY 39INSTAUA71ON OPENING 7Y1s „ FAD JAMBS FRAME — — 4 2X BUCK SEE L5 O AILDETAIL T''. SILL i SINGLE DOOR W/iX BUCK SO INSTALLATION 13 12 Wf7X BUCK 1NS(ALLA710N 13 10 10 DETArt " 3" 70 OEf IL „ W17X BUCKK 50 INSTALLATION W/2X BUCK 13 INSTALLARO D£tAI L 4" i I VIEW A"— A« A. d) z B pi lz 0 g F W Lao 49 30 30 W/2X BUC)( 13 0 37 INSTALLATION 3t W/ TX BUCK 48 INSTALLATION DETAIL "2' F9 ASTRAGAL & SURFACE BOLT o SRiKE PLATES ® HEAD vi ua a 37 3i o F CA-Te 02/ 24 12 30 0 30 saw N Mr. ray: JK ' DETAIL "1" CM Dr. VS ? SURFACE BOLT STRIKE PLATE onwwc NG THRESHOLD FL-15000. 4 s+gr 10 av 12 " e ti Q'` • gg il E r ~•"••. .. ' . yam 4 YI 14.35" a 27 r7YP. TYP' 27 TYP. 3. 12. 7.97m d x m 0.75' g 24 SEE NOTE 1 T 24 0 L F NOTE ti ASTRAGAL DETkfL _ munO N.T5. 2 ' owc. or JK a 1. 7HE ASTRAGAL SOLI HAS A Y THROW AT THE TOP L s AND 'THE BOTTOM. FL-15000 4 R u_•r.::-.a•:.,.zi:-:-.-._..—.--•.,•-,..•,`v.,.a_-r..=-aW_.....-•—asr--_-,-_..a-..-,,.-_—e--_-::.-::nr ..._--..,-im:.e„:_-cv.-.:.:>,-n,....c•H..,.vep.,.-,...ac+.arz+:-ru,,.ee-.n•ram.r»...c-i=:erx,.rnvay:.-.. m . ,rn: .n...,mau-r...........---:a,e...,.-...r.n,,....-a:.r.=,_.-.i.,em..,xi_.._,rr..,_c...a,,.u, Rem I DESCRIPTION Malaria! 1 FBER MILS C (FC) PAREL SXN 07 1dK THK FMEWASS BYTHEIMA-Mu W16 yield eben2fiTA f5EedAss SRi00TN STAR 55 5A k P NEL BXp1 OD7 M1FL T10C R SY TREXI A-M WIA y4ld siren IR r1'(m*+.)=B4OW o F15ERCIASS 2 PC TOP PAL WOOD COYpotTE 3 PC LATCH SW.E W000 COUPpS E 4 PC HINGE STA.E PCNDERC.SA PINE SC-0.43 Wm0 5 PC BOJTON RAR. WOCD GOMPO.SOE 6 POLY(Ad:Tl{4NE FT14i1 (J..316s DENSITY Fn W SHOT REACH WMPRESSiO14 WEATH029V FGW 8 11,00 PEACE MVPRESWN WEATHERSTRIP ratq- 0 1 4' x C Hkcr .m, THK S'IM t0 iD z 3 F LIL PFH WDOD S SYLFI. 11 L{ASQHRY - NO PSI UK COKCREIE CONFO MO TO ACI30QREDLLdtVBLOCXCOMPMUNGIDASNMO commm 12 110 z 2" Lr, PPH WOOD SCREW SIM 13 x Z 1 2' LG. PFH WOOD SCRDV STEEL 142-1 4' IM PPH CCNCRE7E SCREW 15 SDEIRE B07TOFJ BOOT .090" EXTRUDED VINYL NNYL 6 2X !TUCK 5S 3- 0S8 MOD 17 NAY. TA' SHIM IUTFRLU. VOOD 8 00(59 PASXE LOCK - SIGAMC SERIES 19 SIF AWLZ; M NSWRKi :WaE THRESHOLD W OD 24 NEARER (PONDEROSA KNE SC- MOD SDOF.E J(U D]dLTY05/. PINE SG0.f3)WOOD 22 HINGE JW- ONOERD5A PIN SO=0.4 WOOD P3 WACSE7 DEADBOIS - SI(;tARRE SERIES 24 HURRMW ASTRAGAL AL.UMiM/M 24A ASMU41, FLM BOLT 57EEL dB AMWAL FU15M BOLT RF74A,ff7i ALUMINUM S 1K EOGK SG » 055 WOW 27 TD x T-t 2" LG. 6WHFAD SHIFT UM Sao STEEL 25 INSWING DOOR ROTIM 9VEP VINYL 29 5-18 x 1-3 O PHILLIPS FUTIM SCREW MR 3J STEEL 3D SURFACE BOLT STRIKE PLATE STEEL 31 110 x Z-ltV PHfUIPS FLATHEAD 7rD0O SDRLW STEEL 32 1 8 TAK CELLVUR WING WE STIK-4 TAPEJ- 33 PLASTIC UP UTE FRAME TVQJ PVC 34 PLASTIC LIP UM fRL1AE WC BLANK .90 PONDEROSA POifv 51;=O.a WOW 3e 90EUTE SIDE 577E 1X]NDER05q PINE, SF-O.4d 37 fO x 1-3 4' La PfH WOW SYRDP S7EEL 38 Y 4' r 2-3 4' PIN &M OR HW WNCRETS SCREW STEEL 39 1 r 3-3MAI PT WNDECE SMW sraL 4O ALICONE fAUIF: Ow 755 SILICONE 41 8-10 r 1 i ' PIASCREW R T1B4 34 STEEL SIDEUI RJ do T7 M FR P SG-11 HOOD 8 X 2• LG PR1 WOW SCREW STEEL 44 3 ' x 3 8 OUART£R li0VAX WE? JOARED PIPE WOAD 45 1 L x D40' CIA. BRAG TRIM NAB. SYt73. 6 11'ES SURFACE SOLT_pT7 IS SML STEB- 47 1 4-20 5 80LT W 1 4-20 MALE EM TCPL 48 3 16 x 3-T 4' TTW PW aWCRETE SCREW STEFC. ASTBAGAI. MIME PLATE s1m ZO 1 f x 3-1/4 * ITO PFH CONCRETE MiE1V SEt1 55 TOP RA1l W000 =PQSfTE 55 SS UUCM STILE W002 CO1TF'OSOE 56 SS FiA'0E STILE OEROSI PINE, 36k0.43 A= - 57 1 ss BOTTOM RAF. ROOD C031POSRE Roilto , a -in r.• p-_o. rai e. O O iFxihtp 1111 , z o 0o d i $ t c°in•• e OQ2iEuva oz 46 SURFACE 80LT (IVES, .2J- STcE1) f.^—-5'`"^"" EE, etJ C1 30 5 LRRJrAC BOLT PL(.725} 40 z a w J d qua 21 T ~ 2 m F M rrTz 1229 WOODAFR uE ` FINGER JOINTED PONDEROSA PINE, SCa0.43 $ tNS'VJTKG DQOR 80TTOM SWEEP v_ VINYL A80" MAX WALL, w `c 035` ON. WALL t.691" 1 i T GAS 02/24/T2 scue N. T_5. Tg .SELF _ J S'! NQ SADDLE THRE-%i cac, en JK ALLIMINLIMIVI= DAB+" W ALI ALUM. 15INSWIN SipQITE BOTTOM BOOT 080' THK. WALL Aht)l..TFP- 0-09' EXTRUDED VINYL WALL axuvlNc "ro.` PL- 1S000.4 wwj_tara R W R W Building Consultants, Inc. B Consulting and Engineering Services for tho Building Industry P.O, Box 238 Yatric% FL 33595 Mono 813,659,9197 Florida Board dProfessioeal FAIMcus Certificate Of Autharieadon No. 9813 Product Category Sub Category Manufacturer Product Name IffittSwingingr Therma-Trp Corporation Flber Classic" / "Smooth Star' Do orsr) Exterior Door 110 industrial Drive BV inswing wland w/out Stdelites Assembtres Edgerton, OH 43517 Fiberglass Door Phone (419)298-1740 Non-hn act' Soopsc This is a Product Evaluation report Issued by R W Building Consultants, Inc. and Lyndon t`. Schmidt, P.r, (syptam )D # 1998) for Therma-Tru Corporation based on nute Chapter No, 61 G20-3, Method 1 D otthe State of Fierldta ProductApproval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have norwiii acquire financial interest in the company Llmftations: manufacturing or dlstribut(ng the product or in any other entity involved In the approval process of the product named herein, 1, Thls product has been evaluated and is In compliance with the 5th Edition (2014) Florida Bul€ding Code (FBC) structural requirementsIncludingthe 'High Velocity Hurricane Zone° (HVHZ). 2. Product anchors shall be as listed and spaced as shown on dstaIN4 Anchor embedment to base material shall be beyond wall dressingorstucco. S. When used In the "HVHZ" this product is required to be protected with an Impact resistant covertng that oompiles with Suction 1028 oftheFBC. 4. When used In areas outside of the "HVHZ" requiring wind bomb debris proteo+fon this product Is required to be protected with an ImpactresistantooverhgthatcomplieswithSection1609.1.2 of the FBC. s. For 2x stud framing construction, arichoring of these units shall be the same as that shown for 2x buck masonry construction. a. Site cvndlUons that deviate from the details of drawing FL-150DD.4 require further englneering analysis by a licensed engineer orregisteredarchitect. 7. Inswing configurations do not meet -(he water infiltration requirements for the "HVHZ°, inswing units shall be installed only in non - habitable areas or at habitable locations protected by an overhang ar canopy such that the angle between the edge of canopy orOverhangtosillislessthan45degrees, S. See drawing FL-15000,4 for size and design pressure timltations. supporffng Documents: 1- Test Report rva, Test Standard TEL 01480337 A,B,C ASTM D885-W,ASTM W929-96 ASTM 028Q-99 TEL 0146033&A,B,C ASTM D636-o3, ASTM D1929-96 ASTM 1)2843-99 8TT•S00001 AtTM 02f-96 15427-107362 ASTM E84-00a ATI 67608,01.106-i8 ASTM 01920-96 ETC 01-741-1D7o1,0 TAS 202-94 ETC 01 741-107o3.0 TAB 202-94 ETC; 01-741-10593,0 TAS 202-94 TEL 06-1031-3 TAS P-02.94 TEL 06-1031-4 TAS 202-94 Testing Lab• eratoty Signed by Testing Evaluation Lab.,lnc. Lyndon F. SohnnIdt, RE, Testing Evaluation Lab.,lnc, Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc, ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.jric, Testing Evaluation Lab.,lnc, Drawing No Prepared by No. FL 150004 RW Building Consultants, Inc. (CA #9813) lti'UM/r Calculations Prepared by r Anchorin g RW l3u;fling Consultants, Inc. (CA#9813) ASTM E1300 Glass Load Lyndon F. Schmldt P.E. Quality Assurance Certiftcato of Participation issued by National Accreditation and Managemeh't" "!`. institute , certifying that Therms Tru Corporation Is manufacturing products I-,' ,': : within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. Lon Hicks, VP Operatlons Wi URM E Rtdh, P.E. Joseph A, Reed, P,E. Wendell W, Haney, P.E. Wendell W, Haney, P,E, Mark D, Pleero, P.E, Wendell W, Haney, P,E. Wendell W. Haney, P.E. Signed & Sealed by Lyndon F. Schmidt, RE F. Schmidt, P.E. Lyndon F. Sctun(dt, P,E, FL PE No. 43409 2(212016 CITY OF SANFQ BUILDING & FIRE PREVENTi PERMIT APPLICATI Application No: -4- 2-8o i Documented Construction Value: $ GPz 56 Sob Address;txcutt historic District: Yes No Parcel ID; Residential [9' Commercial Type of Work: New R Addition Alteration n Repair Demo Change of Use Move Description of Work: flezNi,hrr;c, 1 r n 602 - N)C"4"."Gi Imo' Plan Review Contact Person: tic ;+, j Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of prope City, State Zip: Contractor Information Name R- 3. 14-t Ej j-, Phone: ?2--4 Street: 9 -4o l Fax: Ito - Z lo - yti City, State Zip: Qrv("Cto k, State License No.: (2,4 Architect/Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: — Mortgage Lender; Address: 68 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE :FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST B RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAI FINANCING; CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE fl COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of permit and that all work will be performed to meet standards of all laws regulating construc in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pc furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shutt be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application, M: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may. in the public records of this county: and there may be additional permits required from other governmental entities such as wa ement districts, state agencies, or federal agencies. eptance ofpennit is verification that I will notify the owner of the property of khe 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 requij in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submits The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, ace rdance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction val ere Jit will be applied to your permit fees when the permit is issued. VNER'S AFFIIIDAVIT: I certify that all of the foregoing information is accurate and that all work done in compliance with all applicable laws regulating construction and zoning. OwnerlAgent's Name of Florida Date 2 Signature of Contractor/Agent 15ate PrinrContractor/Agent's Name 2DP Sigrra—tu& of Notary -State of Florida Date trtis fitlltdlA SSILW I FF 1?o9Dd i is tirt ptrtlsi25 rUi3 IA1? , 7.rn"edst;nax t'tPuo!icln re J»rs . Agent is Personally Known to Me or CbutrBst fssonaly Known to Me or E!d ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY is Required: Building Q Electrical Mechanical Plumbing Gas Ro0fFJ ruction Tvpe: Occupancy Use: Flood Zone: Sq Ft of Bldg: Min. Occupancy Load: # of Stories: ew Construction: Electric - # of Amps. Sprinkler Permit: Yes No # of .Heads ALS: ZONING: UTILITIES: ENGINEERING: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: June 30, 2015 Permit Application 9507 State Road 52 123 Miller Road 9701 Bachman Road Established 1973 Hudson, FL 34669 Valdco, FL 33594 Orlando, FL 32824 www.RJKielty.com O 727-863-5486 813-661-0707 407-855-2636 State License # CF-0O2034 amKIMLTY Page: 1OF Proposal No: 717--13529 PLUMBING HEATING , COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Discovery - 2121 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed in a workman like manner according to standard practices. Any alteration or deviation from specifications below involving extra costs ' ei1<i" ezecilt d only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, ac tie is or delays b and our control. Owner to car fire, tornado, and other necessary insurance. Our workers are fu ly covered by worker's compensation i ranee. ,/_ ({ AUTHORIZED SIGNATURE: THIS PROPOSAL MAY BE WITH/DRAWN IF NOT ACCEPTED IN 30 DAY We hereby submit specifics ion - imates for: Master Bath Up 1 Shower Sterling Accord 60x34 Base 72270100 White With Walls And Moen Chateau TL182 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-9121.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell21-912 1.28 White Elongated 1 Lav Gerber Maxwell 22-514 Pedestal White With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Galion Electric NOTE: Backfiiling Included For Sewer & Water Only (Slab Backfilling By Others) Backflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 40' W ater Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. I agree to pay reasonable attorney's fees court costs in the event of legal action. A monthly service charge of 1 1/2% will be added after 30 days. Any sewer taps deeper than 4 1/2 feet or requires backhoe or dewatering will be an extra charge. SIGNED: J r " / ,, DATE OF ACCEPTANC E & PAGE 2:_ / G r ._..-._------ rL Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 ap JAN 31 2018 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 5,240.00 Job Address: 2461 Waxwing Way Historic District: Yes No Parcel ID: 17-20-31-502-0000-1590 Residential Q Commercial Type of Work: New FXI 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 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Street: 5401 Enegry Air Ct City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: Phone: 407-886-3729 Fax: 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. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application ip 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 [CC 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 Owner/Agent's Name Signature of Notary -Slate of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID q'-4V1/31/2018 Signature of Contractor/Agent Date Robert Kulp n t Contractor/Ag t Name 1 /31/2018 Signature of Notary -State of Florida Date FQ! Notary Public State of FloridaArionnaCRosenwinkel My Commission GG 147038 dP Expires 10/0112021 Contra 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 Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric- # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: COMMENTS: Revised: June 30, 2015 ENGINEERING: of Heads UTILITIES: FIRE: Plumbing - # of Fixtures. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application WORK ORDER Job #: 33339 Date: 8/2/2017 144702 Subdivision Phase Bld L/U Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 11591 ADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: 2461 Waxwing Way Sanford IFL 32773CITY/STATE/ZIP: Lake Mary, FL 32746 City / State /Zip 2121 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a A/H-2 or FurnacfJobContact: S Woolwine A/H-1 or Furnace FB4CNP036L00 Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NB03600G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnacf 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 Y8150A1017 Qty 1 Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 408.28 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 JZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 17 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 BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 1.98 24.95 Rough n 2,565.0003-Fabrication Labor 30.75 461.1804-Installation Labor 06-Piping Labor 7.25 123.25 Trim 2,565.00 14-Kitchen Vent Trim 1,293.2702-MateriallTax 1,482.4801-Equipment/Tax 110.00 Permit 110.0009-Permit/Other 1.45 18.22011-Delivery Labor 20-Pull Material Labor 2.89 36.43 Total Contract: 5,240.00 2.50 42.5012-StartupLabor Level 1 Fa n/DinXit lox 10 14 5 cfm 8' 12x8 145 cfm a. Sup Ri,r10' 10x10 145 cfm 7„ 12x6 8x4 145 cfm 12 cfm i ----- 8x4 4 " 17 cfm ccll m d pnty Sup Riser 12x12 Garage Job #: Starlight - Wyndham Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 1 Lot 159 - 2121 UL 5401 Energy Air, Ct Right -Suite® Universal 2017 Orlando, FL 32810 117-Ju 21 13:2 : Sanford, FL 32773 201veJLot21 9 -2121Phone: 407-886-3729 ...m Preservetiuot tss -21zt uL.rup wwwenergyair.com GRenner@energyaircom Level 2 m bedroom is m, bath 8 x 4 0 41 c( r is 4 ' II 7 12x6 118cfm ex4 4 " 13 cfm Sup Riser 18x8 fc10" bedroom 2 10x6 8' tt92 cfm624x18 tOx6 1070 cfm 98 cfm 10" Sup Riser 12x12 sect , 14x6 stairs n bath2 7-¢.1R F 14x6 14x6 38 cfn `C YTR 18x4 33cfm :re 6. 4 0-0 t, 48x4 10 x 6 13 cfm 91 cfm 8 x 4 29 cfm bedroom 4 811 cfm bedroom 3 AHU ON METAL STAND 3.0 Ton 240V f 5KW HP Job #: Starlight - Wyndham Energy Air, Inc Scale: 1/ 8" = 1'0" Performed for: Page 2 Lot 159 - 2121 UL 5401 Energy Air, Ct RightSuite® Universal 2017 Orlando, FL 32810 17.0. 08 RSU17013 Sanford, FL 32773 2017.1un-21 13;2759 Phone: 407- 886-3729 m PmservelLot 159 -2121 UL.rup vmwenergyair.com GRenner@energyaiccom i CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATIONi Application No: Documented Construction Value: $ C- r-1 Job Address: ) Historic District: Yes No Parcel ID: Residential,o Commercial Type of Work: Ne.w, Addition Alteration Repair Demo Change of Use Move Description of Work: N0,1 A ) I_ C n n m fy 0 A H P, r) Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Title: Name r J I Phone: ( , Street: / `yResident of property? o City, State Zip: Y W,tr Contractor Information Name - c • 5 - e , 4 ,,{) Phone: L/L)7 Street: c-7r , ( ` Cc7 f ti 2 Fax: Hf ] f„"r - RQ0 1 City, State Zip: State License No.: Architect/ Engineer Information Name: _ Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E- mail; Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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 Y NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent. Date Print Owner/Agent's Signature of Notary -State of Florida Date gnature of Contractor/Agent Date IjRc Li rind Contractor/Agent's Name Signature of Notary -State of Florida Date pSY. b'r't', PAMELA S TERNUS Commission # GG 110622 N7 0= Expires August 1, 2021 FOF'oP 80Wedtlt 8W9etNotgServ1m Owner/Agent is Personally Known to Me or Contractor/Agent i Personally Known to Me or Produced ID Type of ID Produced ID e of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads Flood Zone: of Stories: Plumbing - # of Fixtures, Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application J CITY OF SANFO BUILDING & FIRE PREVENT{ PERMIT APPLICATI Application No: / -9 - 2 8 i r) v Documented Construction Value: $ -7_ Job Address: Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New 13 Addition Alteration Repair IDemo Change of Use Move Description of Work: Zlu", ' _ cz . j; e s Crn - a. c c C . e,-i (5 Plan Review Contact Person: _ }i ,, 1>,,+ y t Q t 'Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name Phone: 2--- 2-44.383 3 Street: ':4-3o ( Fax: 140 4-- City, State Zip: t c cl. u ; jZ ?. State License No.: C i—C: 0 2 c) c--I 2- Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST f RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAI FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE C COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation I commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construct in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, po< furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 145.3 Shall be inscribed with the date of application and the code in effect as of that date: 5a` Edition (2414) Florida Building Code Revised: June 30, 2015 Permit Application d r NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that ma be found in the public records of this county, and there may be additional permits required from other governmental entities such as w ter 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 submitial. 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 be done in compliance with all applicable laws regulating construction and zoning. Signature Of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Print Contractor/Agent's Name Signature of Notary -State of Florida AT USI My COMMISS! N # FF 120904 EXPIRES: Au us1 25, 2 0 1 aBonded7hruNotaryublicUnderwrders Contractor/Agent is v Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Revised: June 30, 2015 ENGINEERING: UTILITIES: IRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application 507 State Road 52 123 Miller Raad ` P 9701 Bachman Road Established 1973 iudson, FL34669 Valrico, FL33594 . DOdando,' FL32824 www.RJKielty.com 27-863-5486 813-661-0707 407-855-2636 State License # CF-00203 2 R.J. WIELTY Page: 1 OF 1 Proposal No: 717--13530 PLUMBING - HEATING -COOLING Proposal Date: 712612017 repared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Magellan - 2260 Lake Mary FL 32746 Ne Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $7,760.00 Payment to be made as follows: 40% Rough In 30% Top Out 30% finish. NET 10 Days All materials guaranteed to be as specified. All work to b DQpleted in a workman like manner according to standard practices. Any alteration or deviationwillbecomeanextrachargeoverandabovetheestimate. Allfromspecificationsbelowinvolvingextracostswillxecdonlyuponwrittenorders, and agreements contingent upon strikes, accide r del yond our control Owner to cg{ y fir iado, and o r necessary insurance. Our workers are f Ily covered by worker's compensation ins ce. t AUTHORIZED SIGNATURE: THIS PROPOSAL MAY BE WIT RAWN IF NOT ACCEPTED IN 30 DA S. We hereby submit specifi s and ' ates for: Master Bath Up 1 Shower Sterling Accord 60x34 Base 72270100 White With Walls And Moen Chateau TL182 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet. 2Rd Bath Up 1 Tub Sterling Accord 60x3o 71140120 White With Wails 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 3rd Bath 1 Tub Sterling Accord 60x30 71140120 White With Wails And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-9121.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water heater 50 Galion Electric NOTE. Backfilling Included For Sewer & Water Only (Stab Backfilling By Others) Backflow Preventers included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 49 Sewer Allowance; Additional $12 per foot 40' Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - Theaboveprices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made asoutlinedabove. I agree to pay reasonable attorney's fees court costs in the event of legal action. A monthly service charge of 1 1 /2% will be added after 20 days. Any sewer taps deeper than 41 /2 feet or requires backhoe or dewatering will be an extra charge. PAGE 2: t S..L C._ SIGNED, `` DATE OF ACCEPTANCE Branch: Hudson Last Edit By: Last Edit Date: 7/27/2017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ) ' 'a R ] Q Documented Construction Value: $ 4 /p R Job Address: , ( rL w { o C), Historic District: Yes No Parcel ID: Residentialo Commercial Type of Work: Ne,49 Addition Alteration Repair Demo Change of Use Move Description of Work: 0- I Plan Review Contact Person: Title: Phone: Fax: Email: j, Property Owner Information ' tNameQ1 ` Phone: Street:) L Resident of property? City, State Zip: l-R-k w Fr J 7iJ/, Contractor Information Name t' Gz.1 YYl .1 E-} c-Ay i c— CO. Phone: L- Street: Fax: i D City, State Zip: \/(l'} p.K State License No.: C,QM302j Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be perfonned to meet standards of all laws regulating constructioninthisjurisdiction. 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: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property 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, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Stgnature of Contractor/Agent Date Tint ontractor/Agent's Name Signature of Notary -State of Florida Date P otS; vvg PAMELASTERNUS Commission # GG 110622 Nye o Expires August 7, 2021 FOF fIO bonded rtuv Budget Notary Services Contractor/Agent is Personally Known to Me or Produced 1D ype of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: I -4N Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application FA FINAL BOUNDARY SURVEY WYNDHAM PRESERVE - LOT 159 PC _ S89'40'51 "W 606.15' CENTER WAXWING WAY LINE 50' RIGHT—OF—WAY CONC CURB -\( PRIVATE ROAD) 5' CONC o SIDEWALK FIR ti tip' 6 N Ln w 3 200.15' P& iT 0 0o) ui O N O _ z I o 9'40'51 "E F/R 40.00' CONCRETE DRIVEWAY 16.0' 10'UTILITY EASEMENT (P) N cn i., oW9 m 0 CO,) Nrn m ° V)) t't o` a°) a U) vt — o-0 Z•5 O m W 4 + McwI0 v mNm m J n VVYNDHAM PRESERVE LOT I S9 PB 81, PG 93) 3 ; - 20.7 6.0, 0 Building Setbacks z Setbacks: Per construction plans for v WYNDHAM PRESERVE", City of Sanford, OSeminole County, Florida. 6.0 ORC Front = 25' 7.3 Rear = 20' Side = 5' 2 STORY RESIDENCE O 2461 WAXWING 6Oil0MWAY 0 Z FFE= 29.62' LOT 160 LOT 158 6.0' 2s.o 2.7 15.3 0 4 o a lA/C a PADCn LOT 159 AREA = 4,400 S.F. 0 6 rL' `L 4a OO' F/R LOT 175 S89.40'51 'tiV LOT 176 LOT 177 r-cqumenc LB- LicensedusinessLEGEND:ADUSSD-Access Draina a Utilities Sidewalk BFP-Backflow Preventer Sight Distance Easement S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L -Florida Power & Light P -Plat FIFE -Finish Floor Elevation D.B. - Deed Book Water Meter O.R. - Official Records Book D4 -Water Valve P.B. - Plat Book 10'-fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk m -Electric Box FFE -Finished Floor Elevation O -Utility Pole CI -Curb Inlet GuyPole GTI-Grate Top Inlet Light Pole P.U. E.-Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe —OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U. E.-Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK /CVD4-Irrigation Control Valve P.K. - Parker Kolon Nail Sign SIR -Set 1/2" Iron Rod L87768 WD4-Gate Water Valve SPKD -Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 -t-11.R-Existing Grade FIP -Found 1/2" Iron Pipe L87768 a -Blow-off Valve FPKD-Found P.K. Nail & Disk LB7768 -^ft,-Drainage Flow Direction FCM-Found 4"x4" Concrete 10.0-Proposed Design Grade Monument PRM LB7778 10.2 -As-Built/Existin Grad Note: Some items in above legend not be appglicableI REVISIONS Description I Date I Dwn. Ck'd I P.C. I Order No. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights -of - way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1" = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. SURVEY NOTE: No SOD at time of Survey PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone X" DESCRIPTION: LOT 159, according to the plat of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 5 25 2018 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 ¢ Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768f code, pursuant to Section 472.027 'da Statutes. GeoPoint' Surveying, Inc. mes D. LADrawn: MTP Checked: JDL P.C.: Data File:BrissonEast-Plat L SURVEYOR &MAPPERN0. LS6915 S FLORIDA PROFESSIONALNOTVAUDWITHOUT THE SIGNATURE AND THE ORIGINAL Date: 5/30/18 Dwg: BrisswEost-Lot159 Order No.: RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk-