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3749 Saltmarsh Lp 17-2477; NEW HOME
y `7 % COUNTY OF SEMINOLE (p SCoIMPACTFEESTATEMENT STATEMENT NUMBER: 17100005 DATE: August 14, 2017 / BUILDING APPLICATION #: 17-10000552 BUILDING PERMIT NUMBER: 17-10000552 UNIT ADDRESS: SALTMARSH LP 3749 17-20-31-502-0000-1380 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3749 SALTMARSH LP / LOT 138 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPE--------------DIST SCHED RATE UNITS TYPE ROADS -ARTERIALS CO -WIDE ORD Single Family Hou ing 705.00 1.000 dwl unit 705.00ROADS -COLLECTORS NS/A Single Family Housing .00 1.000 dwl unit .00FIRERESCUEN/A LIBRARY CO -WIDE ORD . 00 Single Family Housing 54.00 1.000 dwl unit 54.00SCHOOLSCO -WIDE ORD P SSiingle Family Housing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A .00 DRAINAGE N/A .00 AMOUNT DUE 5,759-.00 STATEMENT RECEIVED BY: !1 SIGNATURE: PLEASE'B INT NAME) DATE: ` NOTE TO RECEIVING SIGNATORY APPLICANT: FAILURE TO/NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY USULT IN YOUR LIABILITY FOR THE FEE. *** \ DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** O PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE (I• 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. CITY OF SANFORD BUILDING S FIRE PREVENTION PERMIT APPLICATION D Application No: Documented Construction Value: S 1 2'19 31 •'', Job Address: T S-71 L+ 9 S4k+ny"4Ys1r, uog Historic District: Yes No Parcel ID: 17-20-31-502-Q000-134p Wyndham Preserve Lot • 13N Residential ® Commercial t Type of Work: New® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: Street: 1405 Old Alabama Road, Suite 200 City, State Zip: Roswell, GA 30076 407-708-0161 Resident of property? : Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 407-647-3700 Fax: 407-647-0700 No State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: Street: 20 South Maple Street, Suite 150 Fax: 215-646-8001 City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT.MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 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; (ps `A 2 '18 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 loc91 brdiriance. 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 l Date Signature of Contractor/Agent Date Prins 2e-1 rc VCMkl==- s Name b,-\anQJ 8i8lizar Signature of No -State of Florida Shayne Ma el Date 2tPR NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 siNc Expires 6/2112021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Robert Willets Print Contractor/Agent's Name A, 04321 S lb !/ - Signature of No ary-State of Florida Date Shayne Mange' V NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 hCE19Expires 6121/z0 Contractor/ Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building © Electrical © Mechanical [3 Plumbing© Gas[] Roof Construction Type: Jg Occupancy Use: (2.3 Flood Zone: X -'SEE Total Sq Ft of Bldg: Z (- S (o Min. Occupancy Load: 19-4 # of Stories: 2- New Construction: Electric - # of Amps I<o Plumbing - # of Fixtures I2 Fire Sprinkler Permit: Yes No a # of Heads Fire Alarm Permit: Yes NoE] APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: "- CC a"4? FIRE: BUILDING: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 143 . y */0 W. ZIZ 1 17iscoWq- u, (TP, Revised: June 30, 2015 Permit Application CITY OF SANFORD k BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S 1 a%o , 9 t.Q 1 Job Address:-rry"4,rSh L&e.p Historic District: Yes No Parcel ID: 17-20-31-502-Q000-134p Wyndham Preserve Lot 131 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 . Email: Shayne.mangel@siarlighthomes.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. City, State Zip: 'Lake Mary, FL 32746 Fax: 407-647-0700 State License No.: CGC1522347 •. Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: Address: Address: NA WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5t° Edition (2014) Florida Building Code Revised: June 30, 2015 Peimit 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 lociArdiriance. 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: ).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. L Signature of Owner/Agent Date Signature of Contractor/Agent Date lc+ c Print Owner/Agin s Name 8 _.(, , „u, `fin lam' Signature of Noy -State of FloridaShay ne Ma el Date Py NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 lWires6n112021 Owner/ Agent is Personally Known to Me or j Produced ID Type of ID Robert Willets Print Contractor/Agent's Name 3, - ma —>Aca> off. SI 1 - Signature of N -State of Florda Date Shayne Mange YNOTARYPUBLICSTATE OF FLORIDA r' Comm# GG113111 ryhCE 19 e EX pires 61211z0 Contractor/ Agent is v Personally Known to Me or Produced ID Type of 1D BELOW IS FOR OFFICE USE ONLY Permits Required: Btiilding 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 Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: - ZONING: UTILITIES: 4& g W- WASTEWATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 • Permit Application Revision Response to Comments Q---, Lcs— 1nzD City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # _ _ --' -`,r"' Submittal Date _ l 2- IC o i n— Project Address: Contact: ' 7' 1-,C U Ar\Q ry-1 Gaut n-P_ i Ph: yf)-4- -Dtc),7 CAI l Q I Fax: Email: Q @ S- C-(Xr Ti hprY-\eS , C_ of -n Trades encompassed in revision: General description of revision: Building r- i n 1 Yin Plumbing Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building CITY Of SkNFORD Building &Fire Prevention Division FIRE DEPARTMENT PLAN REVIEW COMMENTS Application Number: 17-2477 Date: 10/31/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3749 Saltmarsh Loop Contact Email: Shayne.MangelAstarlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter I are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.eov. Provide two copies ofaffected elan sheets and/or supplemental information as requested/ Permit submittals will not be accepted without two copies. 3RD REVIEW COMMENTS: The following comments from the 11 and 211 review have not been answered. Original Comment 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 2" REVIEW COMMENT The Truss id's shown on the plans do not match the Truss id's shown on the Truss layout provided by the Truss engineer. Please revise the truss layout on the plans. 3RD REVIEW COMMENT The comment has not been answered. The 2"d Review Comment specifically stated to revise the truss layout on the plans yet a new truss engineering package was submitted. The truss ids and truss spacing on the truss layout on the plans (Sheet S4.0) are not the same as the truss engineering package. The plans show different truss ids, different truss spacing and different truss locations than the truss layout from the truss manufacturer. 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, arraneed by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner LO-r (38 Revision Response to Comments 0-- Permit # C-1 — I)- `-1 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date l O a..1A— Project Address: SCXA+rV--,0-C,-1-, l-Oc>p Contact: Ph: 4)R- nI Lk I Fax: Email: YY S l G ' iO'Y e.S • C rl'1 Trades encompassed in revision: General description of revision: Ild Building Plumbing --CfZ%J-SC, —=6 S Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention ROUTING INFORMATION Approvals 11 Building 4',-MWIWy l5 40-3 / 1? CITY Of SANFORD FIRE DEPARTMENT Building & Fire Prevention Division PLAN REVIEW COMMENTS Application Number: 17-2477 Date: 10/23/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3749 Saltmarsh Loop Contact Email: Shavne.Mangel(aastarlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two conies ofaffected Plan sheets and/or supplemental information as requested Permit submittals will not be accepted without two conies. 2ND REVIEW COMMENTS: The following comment from the I review has not been answered. Original Comment 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 2" REVIEW COMMENT The Truss id's shown on the plans do not match the Truss id's shown on the Truss layout provided by the Truss engineer. Please revise the truss layout on the plans. S LA-0 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 meetines 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 CITY Of SANFORD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2477 Date: 10/23/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3749 Saltmarsh Loop Contact Email: Shayne.Maneelna 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 I are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.eov! Provide two conies of affected elan sheets and/or supplemental information as requested. Permit submittals will not be accepted without two conies. 2ND REVIEW COMMENTS: The following comment from the 1" review has not been answered. Original Comment 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 21" REVIEW COMMENT The Truss id's shown on the plans do not match the Truss id's shown on the Truss layout provided by the Truss engineer. Please revise the truss layout on the plans. 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 meetines with the plans examiner to discuss comments will require an appointment, arraneed by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner Revision Response to Comments Permit # J-" - 2 g Lar 19 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov I?- i biScooee, Submittal Date In - - l -D r- Project Address: Sc2j 4-rNr-,o.rSh LCZP Contact: Ph: L40--k' -:N O 1 LP-1 Fax: Email:. { h Lt+'1D Cc)S-t- ,g, horv s. C ahr Trades encompassed in revision: b° auilding Plumbing Electrical Mechanical Life Safety Waste Water Department General description of revision: S^ s wt n.,-Da C Ct 6uze- T t ROUTING INFORMATION Approvals Utilities Waste Water Planning Engineering Fire Prevention 11 Building 6uYi0wZ523 ' / i r AW ASHTON WOODS. September 22, 2017 Shayne Mangel STARLIGHT HOMES — ORLANDO 1064 Greenwood Blvd. Suite 124 Lake Mary, FL 32746 4 STARLIGHT HOMES Subject: Brisson East/ Wyndham Preserver Permitting Comments Plans updated for the follow codes based on review comments on the Architectural plan set FBC 107 Reference: Addressed the following comments 1. Plans must be a site specific plan set 2. Index on cover page should be consistent to the pages present in lot specific plan set. 3. Remove Call out for 200AMP if it was present Shayne, Per your request we have addressed the Architectural reference items on the enclosed site specific plans sets. Please use the new site specific plan for your resubmittal. We have revised these comments and will include them on any future lot specifics plans. If you have any questions or would like any further clarification, please feel free to contact our office. Respectfully, Adam Weaver Vice President of Purchasing and Starlight Product Development Ashton Woods - Corporate Headquarters 1405 Old Alabama Road, Suite 200 1 Roswell, GA 30076 CITY Of SANFORD FIRE DEPARTMENT Application Number: 17-2477 Project Description: New SFR Job Address: 3749 Saltmarsh Loop Building & Fire Prevention Division PLAN REVIEW COMMENTS Date: 10/04/2017 Contact Name: Shayne Mangel Contact Email: Shayne.MangelQstarliQhthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two conies ofaffected Plan sheets and/or supplemental information as requested. Permit submidals 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. The Building Plan pages must be revised, not the plot plan. FBC 107 0he Truss Engineering package and layout from the Truss Manufacturer differs from the Truss layout shown on the plans. Please revise accordingly, as the truss layout shown on the plans must match the layout from the Truss Engineer — the truss id's on the plans and truss spacing do not match the truss package from the truss engineer. FBC 107 6. The plumbing riser needs to be revised: The branch line to the Washing Machine is required to be minimum 3 inches. The plumbing riser shows 2 inches. Two copies of a DWV riser is required (only I submitted initially). FBC 107, FBC P406.2 7. In addition to comment #6, the VTR (venting through the roof) for the Washing Machine is required to be minimum 2 inches. The plumbing riser shows 1 '/z inches. FBC 107, FBCR P3109.4 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 meetinEs 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 O RI 1877 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: 3749 Saltmarsh Loop Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1380 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: FEW 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 rPost 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFIC AL USE O LY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-2477 Reviewed by: Michael Cash, CFM Date: September 6, 2017 Application for Paved Driveway, WalkwayIncluding Right -of -WayYpti°R Landscaping in Right -of -Way www..aMordm gov Department of Planning & Development Services 3M Nnrth Pero Auemm Rnnf—A Pimirin Q9771 Phone:407.688.5140 Fax:407.688.5141 Sidewalk or Use & NZ 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 c sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a r driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat dearly Identifying the tue..nn+.below. size and location of the existing right —of --way and use shall be provided or application could be delayed. CaUedorepudlp. 1. Project Locadon/Address: 3749 SALTMARSH LOOP 2. Proposed Activity: 0 Driveway X Walkway 3. Schedule of Work: Stan Date 9/15117 Completion Date Emergency Repairs 4. Brief Description of Work DRIVEWAY AND WALKWAY This applica n I=iifted y Signature: Address: © q ZC f Phone: l (—NOV0 (lam ( Fax: Print Name: Email: Other. 12/31/17 Maintenance Responsibilities/Indemnific2a off f "-r rWft" PA The Requestor, and his suocessors 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 Installationflmprovement fully restoring the right-of-way to Its previous condition. In the event that any future construction of roadways, utilities, stomrwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the perniltee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford Insofar as such facltities are In the public right-cf-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 Requestors property to recover costs of restoration. To the fullest extent permitted by law. Requestor agrees to defend, Indemnity, and hold harmless the City. Its councilpefsons, 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 wllh the use of the City's right-of-way. h ere d n e tand the above statement and by signing this application I agree to Its terms. Signature: '` Date: / This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour Inspection. Pre -pour Inspection by. Date: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Officlal Use Only Fee: Date: Date: Date: Date: ' - 2o17 Date: rimemoer Ni 0 ROW Use Drhw"y.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 1 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 Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The fib regoin strument was acknowledged before me this 8!13ay of , 2Q6LA__, by ,o ::z tal who is rson y known to me or o who has produced as identification and who did (did not) take an oath. Notary Seal)' Shayne Mange1 NOTARY PUBLIC ESTATE OF FLORIDA y 9 • Comm# GG 113111 moires 6/21/2021 Rev. 08.12) Notary Public - State of _ Commission No. My Commission Expires: APPLICATION FOR WATER AND/OR SEWER AVAILABILITY 300 N. Park Avenue Sanford FL 32771 P.O. Box 1788 Sanford FL 32772 1788 407-688-5090 Office 407-088 5091 Fax I. APPLICANT NAME: Starlight Homes Florida, LLC Starlight Homes Florida, LLC Applicant) (Owner) ADDRESS: 1405 Old Alabama Rd, St 200, Rosweil, GA 30076 TELEPHONE: 407-647-3700 2. PROPERTY t 1 STREET ADDRESS: 31 Sanford, FL 32771 Parcel ID *: 17-20.31-502-0000- Wyndham Preserve Lot 13 Has the site plan been approved by the Planning Board? If yes, when? 3. PROPOSED DEVELOPMENT What is the property to be used for? SFR Type of Use) If commercial use, please give information on water and sewer flow requirements: FLOW/G.P.D.) 4. CERTIFICATION I oe ' that to the best of my knowledge that all information supplied with this ication is true. Pn Name) (Signature) FOR CITY USE ONLY: FEE SUMMARY Water Water Impact Fees $ Meter $ Sewer Tap $ RC Meter $ Sewer Impact Fees $ Meter Tap $ Street Cut $ Meter Tap $ Other $ Road Bore $ Road Bore $ Water Line Depth Ft RC Line Depth Ft Sewer Line Depth Ft ADDITIONAL INFORMATION: PROPERTY STATUS: NEW STRUCTURE ( ) EXISTING STRUCTURE ( ) STRUCTURE DEMOLISHED ( ) APPROVED BY: UTILITIES ENGINEER OR OPERATIONS COORDINATOR) (DATE) 826/2008 THIS INSTRUMENT PREPARED BY: kl) Name: _Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Mar;. FL 3274R NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number. 4 , ,' LQ„ DQ d e 1 1I61IIAI1 11 RC.SEI7IhI0LE t''pUh! i YS97CrEE' •U1T COURT Z, C'011FTROLLEn BY, F':1 :%1687 (1F9s) CLERK'S 20170E1861 C.ORDt' Ci8/ 14/2ij17 ,J1=17 c 41 FT1 RE:: DING FEES slit,CiCi RECORDEDC'•Y hdavure Parcel ID Number. 17-20-31-502-0000- %'6%0 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter C13, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and stret address if available) 1Wndham Preserve. PB 81 Pgs 93-102. Lot 1 ''3 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 I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalties of perjury, I declare that I have read the foregoing and that the facts stated In it are true to the best of my knowledge and belief. omefs signaturebmwes Pdni Name A,J5L Florida St" 713.13(1)(9): 'The owner must sign the notice of commencement and no one else may be permitted to sign In his or he steed State of 1--lorrtae—, County of n 1 ma1 The foregoing Instrument was acknowledged before me this ay of g D, tr-- by .WhoIs personally known to me `v FOc Name of person maMng statement OR who has produced Identification type of Identification produced: Pc Shayne Mengel NOTARY PUBLIC W+c__ STATEOF FLORIDA Comm# GG113111 Expires 6/ 21/2021 Notary signature 4 REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: LA 1346 Project Name: 96Project Address:{' {} SOA47V_Ictt'Sk L 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. ErieKors% ft Robert Willets BCD askv-Emok PrintNameofentPrintNameoGen. Contractor Print Name of El. Contractor Signature of Owner/Tenant Signature often. Contractor ignature of El. Contractor CGC1522347 FC Gen. Contractor License # El. Contractor License # JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: o Progress Energy o Florida Power and Light on / Rev. 02/10/15) REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 11- 2%1-11 Address: 31 y'T SA txr,Av-s A BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) Electric Rough 1000 Electric FinalL30 e Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 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 138 - 2121 UR Builder Name: Starlight Homes Street City, State, Zip: Permit Office: of oun 14 7 ING Sanford , FL , 32773 Permit Number. Owner. Jurisdiction: ('Pq 1470 SANFORDDesignLocation: FL, Sanford County:: Seminole (Florida Climate Zone 2) gi 1. New construction or existing New (From Plans) 9. Wall Types (2379.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1236.00 ft' 3. Number of units, if multiple family 1 b. Concrete Blodt - Int Insul, Exterior c. Frame - Wood, Adjacent R=4,1 912.33 W R=13.0 231.00 ft' 4. Number of Bedrooms 4 d. WA R= ft' 5. Is this a worst case? No 10. Ceiling Types (1264.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1264.00 ft' 6. Conditioned floor area above grade (W) 2121 b. WA R= ft' Conditioned floor area below grade (11112) 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(191.4 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 424.2 a. U-Factor. Dbl, U=0.34 150.42 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor. WA fe SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems S. Floor Types (1264.0 sq8.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade -Grade Edge Insulation R=0.0 853.00 tt' b. Conservation features EF: 0.950 b. Floor over Garage R=19.0 411.00 ft' None c. N/A R= f 2 15. Credits Pstat Glass/Floor Area: 0.090 Total Proposed Modified Loads: 62.23 PASSTotalBaselineLoads: 63.76 1 hereby certify that the plans and specifications covered by Review of the plans and STgTFthiscalculationareincompliancewiththeFloridaEnergy Code. specifications covered by this 04THE calculation indicates compliance Florida a s•::r a` PwiththeEnergyCode. n,,,,•-. ;•••;; 3 „ O PREPARED BY: I f) e I Before construction is completed aDATE: Z this building will be inspected for O f) ID compliance with Section 553.908 I'Jl ° I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Ener, Code. C'ppy v OWNER/ NT' BUILDING OFFICIAL: DATE: O DATE: 2-1-1^1 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 6/21/2017 11:55 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R406-2014 PROJECT Title: Lot 138 - 2121 UR Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2121 Lot # 138 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 V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blocki 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 ft= 0 0 1 2 Floor over Garage Floor 2 — _ 411 ft' 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1414 ft' 0 W Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1264 W N N 6/21/2017 11:55 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1264 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 E Exterior Frame - Wood Floor 2 13 49 3 8 0 394.0 ft' 0 0.25 0.6 0 2 E Exterior Concrete Block - Int Insul Floor 1 4.1 33 3 9 4 310.3 ft' 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 ft' 0 0 0.6 0 5 W Exterior Frame - Wood Floor 2 13 49 3 8 0 394.0 fP 0 0.25 0.6 0 6 W Exterior Concrete Block - Int Insul Floor 1 4.1 28 9 9 4 268.3 W 0 0 0.6 0 7 S Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft' 0 0.25 0.6 0 8 S Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 4 261.3 ft= 0 0 0.6 0 9 N Garage Frame - Wood Floor 1 13 24 9 9 4 231.0 ft° 0 0.25 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None 39 3 6 8 20 ft' 2 Wood Floor 1 None 39 2 8 6 8 17.9 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang v Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 E 1 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft 0 in 1 ft 0 in None None 2 N 3 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 fl 0 in 1 ft0 in None None 3 N 3 None Low-E Double Yes 0.34 0.26 30.0 ft' 1 ft 0 in 3 ft 0 in None None 4 N 3 None Low-E Double Yes 0.34 0.26 15.0 fi= 1 ft 0 in 5 ft0 in None None 5 W 5 None Low-E Double Yes 0.34 0.26 15.0 ft= 1 ft0 in 1 ft 0 in None None 6 S 7 None Low-E Double Yes 0.34 0.26 30.0 ft= 1 ft 0 in 1 ft 0 in None None 7 S 8 Wood Double (Clear) Yes 0.58 0.25 41.0 ft' 1 ft 0 in 11 ft0 in None None 8 S 8 None Low-E Double Yes 0.34 0.26 15.0 ft' 1 ft0 in 11 ft 0 in None None 9 S 8 None Low- E Double Yes 0.34 0.26 15.4 ft' 1 ft0 in 11 fI0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 411ft' 411fe 64ft 9.3ft 0 6/21/201711:55 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000382 2123.8 116.59 219.27 .3431 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 kBtu/hr 1080 cim 0.7 1 sys#1 HOT WATER SYSTEM System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ftI DUCTS Supply — v # Location R-Value Area Return — Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 424.2 ft Floor 2 106.05 Prop. Leak Free Floor 2 — elm 63.6 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Coolin ]] Jan r[ j, Feb [[ Mar Heating [Xr Jan l J Feb [X] Mar Ventin [ j Jan [ ]Feb [X] Mar Ceiling Fans: Apr jjMa rlJun X] Jul ri Au n Se ( Apr May Jun [ ] Jul AuSep XArMayJun [)Jul Aug Se Oct ki Nov Oct Nov Oct Nov H Dec Dec Dec 6/ 21/2017 11:55 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 73 0 0 1 - Electric Heat Pump 1 - Central Unit 6/21/2017 11:55 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 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 (ft0 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: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor over Garage c. N/A Sanford, FL, 32773 New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. N/A No 10. Ceiling Types a. Under Attic (Vented) 2121 b. N/A Area c. N/A 150.42 ft' Ducts a. a. Sup: Attic, Ret: Floor 2, AH: Floor 2 41.00 ft' 12. Cooling systems ft' a. Central Unit Insulation R=0.0 R=19.0 R= ft' 13. Heating systems a. Electric Heat Pump 1.000 ft. 0.258 Area 14. Hot water systems 853.00 ft' a. Electric 411.00 ft' ft' b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Q -y Date Address of New Home: 33,44 9 Lvno able City/FL Zip: Insulation Area . R=13.0 1236.001112 R=4.1 912.33 ft' R=13.0 231.00 ft' R= ft' Insulation Area R=30.0 1264.00 ft' R= fe R= ft' R ft' 6 424.2 k8tu/hr Efficiency 36.0 SEER:14.00 kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may quality for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/21/2017 11:55 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 138 - 2121 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford, FL, 32773 Permit Number. Owner. Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity SDaces. 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 11:55 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 138 - 2121 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2121 sq.ft. Cond. Volume: 18204 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I I HOUSE PRESSURE I FLOW: I Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour In Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed: 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 04-titE srgr a DO 1ME 6/21/2017 11:55 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 138 - 2121 UR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct 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 14 Duct System Divide byLeakage Total Conditioned Floor Area) tOn,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: 105 r Eito 6/21/2017 11:55 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Project Sroecumma Job: Starlight- wrightsoft i vuyndham Date: 4118/ 017 Entire House By: Energy Air, Inc Plan: 1802 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 40748863729 Email. GRenner®ertergyair.com Web: www.energyaircom Project• • For: Lot 138 - 2121 UR, Starlight Homes Sanford, FL 32773 Notes: Design Information Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 68 OF Inside db 75 OF Design TD 24 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Structure 13698 Btuh Ducts 2634 Btuh Central vent (73 cfm) 1901 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 18232 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heating Conlin Area (ft2) 214i 214 Volume (W) 18223 18223 Air changes/hour 0.22 0.11 Equiv. AVF (cfm) 67 33 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO360000B AHRI ref 8068612 Efficiency 8.2 HSPF Heating input Heating output 33800 Btuh @ 47°F Temperature rise 29 OF Actual air flow 1070 cfm Air flow factor 0.066 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 5 kW, Output = 17616 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 17437 Btuh Ducts 3098 Btuh Central vent (73 cfm) 1405 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 21940 Btuh Latent Cooling Equipment Load Sizing Structure 1989 Btuh Ducts 654 Btuh Central vent (73 cfm) 2158 Btuh Equipment latent load 4801 Btuh Equipment total load 26741 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 0.052 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.82 Capacity balance point = 29 OF Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t wrightsoft- Right -Suite® Universal 2017 17.0.08 RSU17013 2017Jun 21 11: ge IACC% . S ecificl Page p Wyndham Preservellot 138 - 2121 UR.rup Calc = MJB Front Door faces: N Manual S Compliance Report Job: Starlight -Wyndham wrightsoft' Date: 4118/2017 Entire House By: Energy Air, Inc Plan: 1802 S 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyaircom Web: v"u.energyaircom Project• • For: Lot 138 - 2121 UR, Starlight Homes Sanford, FL 32773 Cooling Equipment 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: 21940 Btuh Latent gain: 4801 Btuh Total gain: 26741 Btuh Estimated airflow: 1070 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1070 cfm Sensible capacity: 23961 Btuh 109% of load Latent capacity: 6713 Btuh 140% of load Total capacity: 30674 Btuh 115% of load SHR: 78% Heating Equipment Design Conditions design DB: 44.2°F Heat loss: 18232 Btuh Indoor design DB: 68.0°F Manufacturers Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1070 cfm Output capacity: 33000 Btuh 181 % of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip . Manufacturer: Model: Actual airflow: 1070 cfm Output capacity: 5.2 kW 97% of load Temp. rise: 50 °F Meets are all requirements of ACCA Manual S. Entering coil DB: 76.2°F Entering coil WB: 63.6°F Entering coil DB: 66.4°F Capacity balance: 29 °F Economic balance:-99 °F 2017Jun-21 11:53:17 wrightSOft' Right-Swte® Unversal 2017 17.0.08 RSU17013 Page 1 CCA ..SpecificMyndham Presem%Lot 138 - 2121 UR.rup Calc = WS Front Door faces: N Duct System Summary Job: Starlight - Wyndham ft - wrightso• Date: 4/18/2017 Entire House By: Energy Air, Inc Plan: 1802 S 5401 Energy Air, Cl. Orlando, Fl. 32810 Phone: 407-W6-3729 Email: GRenner®energyair.com Web: www.energyair.com Project• • For: Lot 138 - 2121 UR, Starlight Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.141 in/100ft 1070 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.141 in/100ft 1070 cfm 199 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Fam/Din/n h 2217 145 108 0.141 8.0 Ox 0 VIFx 49.0 150.0 st6 Fam/Din/IGt-A h 2217 145 108 0.141 8.0 Ox 0 VIFx 33.3 165.0 st5 Fam/Din/Kit-8 h 2217 145 108 0.161 7.0 Ox 0 VIFx 34.0 140.0 st6 Fam/Din/Kii-C h 2217 145 108 0.142 8.0 Ox 0 VIFx 31.9 165.0 st5 bath2 h 497 33 27 0.185 4.0 Ox 0 VIFx 26.5 125.0 st2 bedroom 2 c 1720 42 90 0.332 6.0 Ox 0 VIFx 4.3 80.0 bedroom 3 c 1546 75 81 0.306 5.0 Ox 0 VIFx 11.5 80.0 bedroom 4 h 1394 91 79 0.195 6.0 Ox 0 VIFx 23.7 120.0 st2 c13-A h 200 13 10 0.194 4.0 Ox 0 VIFx 24.2 120.0 st2 Indy c 720 7 38 0.198 4.0 Ox 0 VIFx 21.2 120.0 st2 loft c 1939 41 101 0.334 6.0 Ox 0 VIFx 8.9 75.0 m, bath h 619 41 33 0.196 4.0 Ox 0 VIFx 17.8 125.0 st3 m, bedroom c 2263 88 118 0.199 7.0 Ox 0 VIFx 15.7 125.0 st3 pnty-A h 259 17 12 0.146 4.0 Ox 0 VIFx 31.2 160.0 st6 p%dr-A c 232 0 12 0.149 4.0 Ox 0 VIFx 38.2 150.0 st6 wic c 250 12 13 0.197 4.0 Ox 0 VIFx 17.5 125.0 st3 WC4 h 448 29 25 0.182 4.0 Ox 0 VIFx 28.6 125.0 st2 8o/d/Italic values have been manually overridden 2017-Jun•21 11.53:17 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 14CCA ...Specific\Wyndham Preserve\Lo 138 - 2121 UR.rup Calc = W8 Front Door faces: N Supply Trunk Detail Table Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st5 Peak AVF 291 216 0.141 533 10.0 0 x 0 VinlFlx SO st1 Peak AVF 291 216 0.141 533 10.0 0 x 0 VinIFIX 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 2017-Jun-21 11:53:17 wrightsoft' Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 CCA ...Speck\Wyndham Presence\Lot 138 - 2121 UR.rup Calc = MJ8 Front Door faces: N 7VTW Job M Starlight - Wyndham Performed for: Lot 138 - 2121 UR Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 w v.energyair.com GRenner@energyair.com M Scale: 1/8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.08 RSU17013 2017,1un-21 11:53:23 m Preserve\Lot 136 - 2121 UR.rup AHU ON ME 3.0 Ton 240\ Job #: Starlight - Wyndham Performed for: Lot 138 - 2121 UR Sanford, FL 32773 Level 2 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 RightSuiteO Universal 2017 17.0.08 RSU17013 2017-Jun-21 11 53:23 m Preserve\Lot 138 - 2121 UR.rup 1 N Jr--ar,l Aln4.6 POINT OF COMMENCEMENT NORTHWEST CORNER of THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 co (BASIS OF BEARING) CENTERf W I LINE O CONC C1 POINT OF C BEGINNING N89'40'51'E 336.00 aP 17,- 2-y'7.7 Z 0 N I N DATE Ok to construct single family home with setbacks and impervious area shown on plan. y3. 4 % irv. 2 2 t >115cowrv, - v, C R LOT 139 LEGAL DESCRIPTION LOT 144 WYNDHAM PRESERVE - LOT 138 PLOT PLAN S89'40'51'W 330.00' SALTMARSH LOOP 50' RIGHT—OF—WAY PRIVATE ROAD) N Q PROPOSED 5' CONC SIDEWALK 69*40'517' 00' 90 10' UTILITY B a EASEMENT (P) a c 1 s.o' n ire — o ; PROPOSED ORC 2 STORY ; 7.3RESIDENCE n 3776 SALTMARSH LOOP 2121 DISCOVERY O O ELEVATION - U r ; GARAGE -RIGHT h Cal OO Q ; FFE= 31.1 0 0 15.3 oa A/C of 10.0.- PAD N LOT 138 AREA = 4,400 S.F. t 40.00' S89'40'51 V LOT 145 LOT 137 LOT 146 Wpo O V) 3,-c II 0 oN X B H o„ w o m m o v Vo'D Z'p v o rc C o v o N M J n WYNDHAM PRESERVE LOT 138 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. BUILDING LAYOUT NOTE: Cqntroctor 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: COMMENCE at the Northwest comer of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 379.64 feet; thence N.89.40'51"E., a distance of 336.00 feet to the POINT OF BEGINNING; thence N.89"40'51"E., a distance of 40.00 feet; thence S.00019'09"E., a distance of 110.00 feet; thence S.89.40'51' W., a distance of 40.00 feet; thence N.00°19'09' W., a distance of 110.00 feet; to the POINT OF BEGINNING. Containing 4,400 Square feet, more or less. r - ""' `Y"' """` LEGEND:ADUSSD-Access Droino e T9 /1es/SidewalkLB -Licensed usiness BFP-Bockflow Preventer Sight Distance Easement g -Survey PRM -Permanent Ref. Monument Reported PCP -Permonent Control Point D -Description FP&L-Florido Power do Light R P -Plot FFE-Finish Floor Elevation D. .-Deed Book Water Meter O.R.-Official Records Book 04-Water Valve P.B.-Plat Book Zf Ere Hydrant Pg. -Page RC® -Reclaimed Water Meter Dev.-Elevation RC04-Reclaimed Water Valve Conc. -Concrete 10-Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk m -Electric Box FIFE -Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet Guy Pole GTI-Grote Top Inlet 9-Light Pole P.U.E.-Public Utility Easement 1=-Guy Anchor RCP -Reinforced Conc. Pipe OU--overheod Utilities PVC -Polyvinyl Chloride m -Storm Sewer Manhole NCS -No Comer Set (Falls in Water) 0 -Sanitary Sewer Manhole SF —Square Feet ZWo —Electric Handhole D.U.E.-Droinoge/Utilit Easement Coo -Clean Out FMGD-MAG NAIL & ISK XV04-Irrigation Control Valve P.K.-Porker Kolon Nail Sign SIR -Set 1/2' Iron Rod LB7768 WM Gate Water Valve SPKD-Set P.K. & Disk LWn68 IR-Gos MeterFIR -Found 1/2' Iron Rod L07768 11. -Existing Grade FIP-Found 1/2' Iron Pipe LB7768 FPKD-Found cl-Blow-off Valve P.K. Noil & Disk L87768 Drainage Flow Direction FCM -Found 4'x4' Concrete Proposed Design Grade Monument PRM LB7778 =Built/Existin Grad% Note: Some items in above leaen may not be one icoble P.C. (Order REVISED AC PAD 1 9/06/17 I JE I JDL I I SURVEYOR'S NOTES: 1. Current title information on the subject property hod not been fum,shed to GeoPoint Surveying, Inc. at the time of this plot plan. Z Roods, walks, and other similar item shown hereon were taken from engineering plans and are subject to survey. Elevations shown hereon or* in feet and ore referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon ore from the construction plan for NMDHAM PRESERVE, City of Sanford Seminole County, Florida. S. This Plot Plan is subject to matters shown on the constriction plans for VMDHAM PRESERVE, City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) LOT AREA CALCULATIONS LOT = 4,400 SQ.FT. LIVING AREA= 853 SQ.FT. GARAGE - 411 SQ.FT. PORCH 44 SQ.FT. DRIVEWAY - 405 SQ.FT. PATIO = 100 SOFT. WALKWAY = 88 SOFT. A/C PAD - 9 SQ.FT. IMPERVIOUS= 43.4 R SOD = 2,490 SOFT. OFF LOT AREA CALCULATIONS R/W - 1,000 SOFT. APRON - 114 SQ.FT. SIDEWALK = 200 SOFT. SOD = 126 SOFT. TOTAL AREA DRIVEWAY = 519 SOFT. SIDEWALK - 288 SQ.FT. SOD = 2,616 SQ.FT. PREPAPLED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rote Mop Panel Number 12127C-0765H. in Flood Zone X DESCRIPTION: PROPOSED LOT 138, z according to the plat oYNDHAM ofW PRESERVE", City of Sanford, Seminole County, Florida O G 555 Winderley Place, Suite 109 Maitland, FL 32751 PI{O'' , ' ONLY Phone: (321) 270-0440 1 VEY) Fax: (813) 248-2266 Licensed Business No. LB 7768 6 15 GeoPoint E Surveying, Inc. VFLO DAo ' geovtlDr.• `a` r LS6915 Drown: MTP Checked: JDL P.C.: Data File:WdurEast-Fbt NOT VAUD WR Vr, RE AND 1HE ORIGINAL Dote:6/22/17 Dwg:-1ot138 Order No.: USED SEAL OF A FLOR D CENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E Field Bk: RECORD COPY PALMERV ELECTRIC Starlight Homes 2121 Discovery, Wyndham Place LOAD CALCULATION June 9, 2017 1. HVAC LOADS (NEC 2011- 220.82(001- (4)) 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 (Qa 100% 5.40 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 499 KVA TOTAL HVAC DEMAND LOAD 1039 KVA 11. GENERAL LOADS rn`EC 2011- 220.82(Bx I1- (411 LIGHTING 2121 Sq Ft @ 3VA/Sq. Ft 6.36 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 1.5 LAUNDRY CIRCUIT 1.50 KVA 1 5 DRYER CIRCUIT 5.00 KVA 5 STACK WASHER/DRYER 1 4.5 WATER HEATER (1) 4.50 KVA 4.5 WATER HEATER (2) 1.20ONG KVA 1 0.8 DISPOSAL(]) 0.80 KVA 0.8 DISPOSAL(2) 72 RANGE/OVEN (1) 1 12 RANGE/OVEN (2) 7.2 COOKTOP CIRCUIT L 12.00 KVA 7.2 SUMMER KITCHEN/JENAIR 1 1 2.5 MICROWAVE CIRCUIT 2.50 KVA 4.8 JACUZZI TUB CIRCUIT 12 50ANW SAUNA/WHIRLPOOL 7.2 30AW POOL CIRCUIT 14.4 60AMP POOL CIRCUIT 19.2 80AW POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 3686 KVA I ST 10 KVA (GENERAL LOADS) @ 100% 1000 KVA REMAINDER (GENERAL LOADS) @ 40% 10.75 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B)1 20.75 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.75 KVA TOTAL DEMAND LOAD (,NEC 2011 - 220.82(A)) 31.13 KVA MINIMUM SERVICE SIZE 129.71 AMPS RECOMMENDED SERVICE SIZE 150 AMPS Typical 1501Amp Electrical Diagram 1:59 Am p- Main 120V / 240V . RECORD COPY Typical 150,Arnp Interior Panel 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1)1/0 XHHW AL 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp I Concrete Encased Electrode a 1 17 11•L4 J 0NG RECORD COPY sA"F°R Boise Cascade 7_ 2 4 7 y ® Engineered Wood Products ESG 07/21/2014 R 08/04/2015 It's the SIMPLE FRAMING SYSTEMO, featuring beams, joists and rim boards that work together as a system, so you spend less time cutting and fitting. In fact, the SIMPLE FRAMING SYSTEM® uses fewer pieces and longer lengths than conventional framing, so you'll complete jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM® Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM° often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated . with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they costrno more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM® So Simple? EI Floor and Roof Framing with BCI Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. Ceilings Framed with BCIO Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. VERSA -LAM'* Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. El Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. Product Profiles, BClO Architectural Specifications ......... 3 VERSA -LAM® Products, Specifications, Allowable Holes..... 26 QZ About Floor Performance, BCIO Residential Floor Span Tables, VERSA -LAM® Details, Multiple Member Connectors ........ 27 One Hour FloorlCeiling Assembly ........................ 4 BCI° Floor Framing Details .......................... 5-6 o i BCIO Joist Hole Location & Sizing, Large Rectangular Holes... 7 BCIO Cantilever Details, Web Stiffener Requirements ..... 8-9 1BCIO Floor Load Tables ........................... 10 - 12 BCIO Roof FramingDetails 13 - 14 BCIO Roof Span Tables ........................... 15 - 18 BCP Roof Load Tables ..................... 1..... 19 - 23 sVERSA -LAM Floor Load Tables 100%Load Duration 28 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA-LAMO Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAM* Closest Allowable Nail Spacing 31Pg ............ • VERSA -LAIN Design Values ........................... 31 VERSA -LAM* 1.8 2750 Columns, VERSA -STUD° 1.7 2650 .. 32 Computer Software: BC FRAMER®, BC CALC° ...... ..... 33 i BCI0 Design Properties, BCI®Allowable Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34 35 w j Boise Cascade Rmmboard ProductslProperties ............ 25 Lifetime Guarantee ........................... Back Cover Boise Cascade EWP • Eastern Speafier Guide - 03104/2015 E a ste r_n_P r_o d.u.ct_P_r_ofi le s BCI JoIS% VERSA -LAM$ VERSA -LAM® VERSA -LAM® BCIm 4500s 1.8 BCIm 5000s 1.8 BOO 6000s 1.8 BCIO 6500s 1.8 BCIm 60s 2.0 BCIm 90s 2' 0 1.72650 1.82750 2.03100 W T ,'/."I T T T r I 11'/i' .. 91/i' '/ ll%" % 11%11 '/," 14" % 14" tIY2.. +'ij: tO1/," to 14" /' 14" 14" 14" 1I6" 16" I; ' rt 24„ i s I —I Imo— —I I«— —I I --I I I Imo- 2" 25he" 29he' 25/41 3%:" 1'/:" 11%" 3'/2" 3%" to 5%:' 1%:", 1'/.", Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/z" 5Yl BCt' and VERSA -LAM' products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports J_o.ist_Ar_chite_ctur_al_S.pecifi.cati.on 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 BCIm 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 BCIm 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. Eo:se Caseace EWP • Easiern Specifier Guide • 0810412015 Residential_Floor__Span__Tables _ i 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. Joist Depth ecr Joist Series THREE STAR + * + FOUR STAR * + * + CAUTION r MINIMUM STIFFNESS ALLOWED BY CODE * CAUTION Live Load deflection limited to U480: The common industry and design community standard for residential floor joists, 33% stiffer than 1_/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'b" and 11%: deep joists without a direct -attached ceiling. Live Load deflection limited to L/960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner. Live Load deflection limited to L/360: Floors that meet the minimum building code U360 criteria are structurally sound to carry the specified loads: however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concem. 12" O.C. IS- o.c 19.2- o.c. 24" o.c 32" o.c. 12" 16" t9.2" o.c. o.c. o.c. 24" 32' o.c, O.C. 12" O.C. 16" O.C. 19.2" O.C. 24' O.C. 32" O.C. 4500s 1 8 16'.11" ! 15'-6" I 14%r- IY-7" iv-9- iv-6- I 11--6" 10'4" 1o%o- 9'-T 18'-9" 16--a" 15--3" 13'-T' 11'4" 5000s 1 8 IT-T I 16-a- ! 15-2" 14--1- ! IZ-6- IV-6- W-0" 10--0" 9-11" 19'-4" 17'-9r 16-4- 14'-7" 12'-F 9X' 6000s 1.8 18'-2' 16--r 15-0" 1 14'-0' 1T-4- 11'-0 I 11'-6" 19-0" I 19-T 101-0" 20--7' 19-5" 1T-5- 15-T 13'4" 6500s 1.8 16--W I 1T-1" 16-1- . 15'-0" IT-8' 11--s" 11--6- 19-a- 117-0" 10'-0" 29-r 18'-11" 1T-10" 16-7" 14'-3" 4500s 1.8 20'-0" 18'-4" ( 1T-3" 15'-5" ; 13'4" 15'-6" 14'-3" I 13'-5" I 17-6" I 11-4" 21'-10" 18'-11" 17--3" 15'-5" 13'-4" 5000s 1.8 20P--T 191-T 1T-11- i iv-7" 13'-4" 15'-T I 14'-9" I 13'-11- I 17-11" I 11'-T 27-T 2V-4- 18'-0" 15-7" IY-4- 6000s 1.8 21'-T 19--8" I iv-7- ! 1T-4" 14'-10" Iv-T 15'-4" I 14'-S" IY-W 17-1- 23!-10' 21--10" 20--0" 1T-11' 14'-10" 6500s 1.8 27-2' 20'-3' I 19'-2- 1T-10• j 14'-10' iv-T iv-10' i r-11" 13'-10- 17-r zr-6- 27-5' 21--1- lv-10' W-10" 60s 2.0 23'-T' 21'-6- 20'-4' ; 18'-11- 16-4- 18'-0" IV-.T 15-.T 14'-8" ( IS-T 26'-1- 2Y-10" ZZ-T 21--0' 16'-4" 90s 2.0 2v-T' 24'-.r 27-1(r ! 21'-Y 19-C 19'-0" I 18'-10" 1r-W I 16 T I 14'-10" 29'-S' 26-10" 253- 23!-.T 19-4" 4500s 1.8 27-7' 2a-T' 18'-9" ! 16.4- 113--11" 17'-10" 16'-3" 15.4- 14'-3" 13'-0" 23'-10" 20'-T' IF-9" 16'.9" IT-11" 5000s 1.8 2s-7" 21'-7- 1201-7' 19-T i 13--11- 18'-6- IV -IT I 16-11- 14--9" IT-6- 2S-T' 27-1" 2a-2" iv-.T 13'-11" 6000s 1.8 24'-T 27-5- 21'-2" 17-6- 15-5' 19'-2" I 1T-6- I 16-6- 15-4- 13'-11" 2T-1" 23--11" 21--10" 19'-T 15'-5- 14' 6500s 1.8 25-2" 27-T j 21'-r 20'-2- j 16-5' 19-V 1T-11- j 16-11- 15-0' 14--3- 2T-9' 2S-2" 27-11" 20'-0' 1S-5' 60s 2 0 26-9' 24'-6' 2Y-.T 21'-F 16-4- 2a-11- 17-T 1T-11" ie-7" 15'-1" 29'-T' 27'-0" 25--0" 21--10" 16-4- 90s 2.0 W-1" i 2T-S' j 26-ur 24'-0' 191-6" 27-6- 21'-4' 29-0" 19-0" 16-9- 37-3" 30'-4' 29-7' 25-0- 19-6" 4500s 1.8 25'-2" I 27-0" I 2T-1" ; 1T-11" j 14--l" 19.4- 18'-0" ' 1T-0" 115-1V' ` 14--1" 2T-5" 27-0" 20'-1" 1T-11" 14--1" 6000s 1.8 2T-0" 24'-T 2T-4* 2a-10" ! 16-9" 21--2" 19'-4" 18'-2" 15-11- 15-4" 27-T 25!-,r 2Y-4- 2d-10" 15-T 16" 6500s 1 8 2T--9" , 26-4' 27-11" ? 21'-1" 15-9' 21'-T I ig,-.r ir--r 1T-4" I 15-0" 30'-w 26-11- 24'-W 21--1- 16--T 60s 2.0 25-T 2T-T j 25-C ! 21--i(r ! 16-4- 27-2- 21--1- 19-10- 16-T 16-4- 37-W 29'-IT 2T-4' 21'-10' 16-4" 90s 2.0 33'-4" 3a-4" i 2v-T 26'-2" ! 19'-7- 26'-0" 23'-7" 22'-2- W-6- IV_r 36'-10" 33'-7" 31'-W 26-2- 19'-T' 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 2'/,i' 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 -'is" pNvmod/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALCO 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.) On.e-H_o.u.r_F_ir_e-Resistive-Assemb-1_y_ h S"!T .... ,_za.__ ,_ __ ... _ r,,- - __. "__ _ _ a.,.-^a=•____ .. _ . -. _ _r-:.-.r:--c.- -z'T' =.ray} 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. 27/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length. staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI• Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers '/:" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels 6Q carpet & pad to fire assembly: STC=54 IIC=68 or Add 3'/:" glass fiber insulation to fire assembly: STC=55 IIC=46 or an additional layer of minimum 1K' sheathing STC=61 IIC=50 and 9'h" glass fiber insulation to fire assembly: Boise Cascade ". '? a: e,n S:.eal a 3aile - 03,04,2015 Floor Framing NOTE " " When installing Boise Cascade EWP The illustration below is showing several suggested BCIO blocking or 2x4 "squash" block on each products with treated wood. applications for the Boise Cascade EWP products. side required when supporting a load -bearing use only connectors/fasteners It is not intended to show an actual house under wall above. that are approved for use with construction. _ A the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI° JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (1x4 min.) & on center max. Fasten at each joist with 2-8d nails minimum. N Dimension lumber is not suitable for use as a rim board in BCI= floor systems. 00 BCI'rim joist. See page 6. 0 BOISE CASCADE' Rif See pages 6 and 25. For load bearing cantilever details, see page BCI° Joists, VERSA -LAM' and ALLJOISTs must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA-LAMz. ALLJOIST°, and BCI° Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM". ALLJOIST 1 and BCI'' Joists are intended only lot applications VERSA4 AM• header or an BCI• header. lift" knockout holes at approximately 12" o.c. are pre -punched. See page 7 for allowable hole sizes and location. VERSA -LAM* LVL beam. Endwall blocking as required per governing building code. BCIO Blocking is required when joists are cantilevered. that assure no exposure to weather or the elements and an environment that is free from moisture from any source, or any pest, organism or substance which degrades or damages wood or glue bonds. Failure to correctly store. use or install VERSA -LAM°. ALLJOISr. and BCI` Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. SAFETY WARNING PRODUCT HANDLING TO AND AT JOB SITES DO NOT ALLOW WORKERS ON BCIO JOISTS UNTIL ALL There are some differences between engineered wood HANGERS, BCIO RIM JOISTS, RIM BOARDS, BCIO BLOCKING products and traditional lumber products in terms of product PANELS, X-BRACING AND TEMPORARY 1x4 STRUT handling: Avoid handling and storing BCIO joists in the flat LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS direction. VERSA -LAM° is denser and due to the coating ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION applied to the surface, can be more apt to sliding. Please TO PROPER BRACING DURING CONSTRUCTION. consider these differences when transporting and handling ACCIDENTS CAN BE AVOIDED UNDER NORMAL engineered wood products. 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 BCIO Joists at the end of the bay. All hangers, BCI• rim joists, rim boards, BCIO blocking panels, and x-bracing must be completely installed and property nailed as each BCI• Joist is set. Install temporary tx4 strut lines at no more than eight feet on center as additional BCIO Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCIO Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCIO Joists to within Y. inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCIO Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. So se Caswae Ev.P • Easterr Specrher Guroe - OR-D4-2015 Floor_ Framing Details. Additional floor framing details available with BC FRAMER® software BEARINGEND I ® 0 Ba BCI• Joist rim joist blocking Dimension lumber B not suitable for Nail is use as rimboard CesCadE with BCI• lolsts. Rimboard to BCI• Joists with Dimension lumber is not Blocking be required 8d nail into suitable for use as rim perpendicular to wall, consult design professional eachMange. board with CIO Joists Use of BCI' rimjoist requires 2x6 of record and/or local building official. wall for minimum joist aring. 8015E CASCADE• Top Flange or Face One 8d nail Rimboard Mount Joist Hanger each side at bearing Solid block Note: Bp•/toor all posts joist must be I from above designed to carry t - i LW minimum bearing to bearing wall above when I I length (13/: required for below. not stacked over 18' and deeper joists) wag below. VERSA - LAM• To limit splitting flange, start nails at least :LW Blocking required underneath braced wag 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. INTERMEDIATE BEARING DETAILS BG• Joist Slope Cut Reinforcement flsraa Rai-.mermne nriainAl AH-hin 1 . For load bearing wall above stacked over wall below). A Blocking maybe required at intermediate bearings for floor diaphragm per IRC In high seismic areas, consult local building official Load bearing Double $ qua Mck Vertical Load sr/reaction value to cat end of SCI•joist BCI• heaJoist shall not be used as a collar or rafter tension tie. 2 x 6 min. rafter. Rafter shall be supported by ridge beam or other upper bearing support ljf 6 12 t 16' Jolst spaclagpol Size 12 1 16 19.2 24 2. 4 4463 3347 2789 713t 2. 6 7013 S259 4383 1 3506 wall above ' min staekedover 1. Squash blocks are to be In tug contact _ BCI• BCI• Jolst wag bellabove with CapaDpes shown are ora all doublate. Oe'Imak. depthStocking 2. Capacitiesshowaareloradaabte (see squash blocks at each joist.SPFor table 2xblock, better. below) I 2 2x bbdang required at bearing (not shown for clarity} j Backer block Double BCI•Joist "/u min. plywoWOSBrated sheathing asreinforcement. minimum 12• Connection Sheathing or Instal reinforcement with face grain horizontal Instal on wide. Nall with Rmboard both sides of the Joist tight to bottom flange. Leave Joist 10. 10d nails Filler Block closure minimum VV gap between reinforcement and bottom of Hanger (see chart below) top flange. ADDS construction adhesive to contact BCI• Joist surfaces and fasten with 3 rows of min. 30d box nails at blocking 6- o.c. Alternate nailing from each side and clinch required for 1 \ Filler block. Nail with to- 10d nails Brequired wheretop Range adcerblodt joist nanhanger eveeds 2501bsWeb -Filler 004 Nailing to on - center Connectionvalidfor all applications.coinina f rBoiseCaspde M cantilever. For load bearing cantilever• see pages 8 and 9. Uplift on backspan shall be considered In all cantilever designs End Bearing Wall Minimum Heel Depth Roof Pitch 6112 7/12 8/12 9/12 10/12 12112 2 x 4 4W 43/,: 4Y.' 4Y.' 4Y' 4Y.' 2 x 6 3 /• s ' s 3 : s 2 /i: 2Y' 2 : 2Y.' LATERAL SUPPORT • Sheathing toBC11joist: BCI• Joists shall be laterally supported at the ends with - Prescriptive residential floor sheathing nailing harpers, rmboard, BCI• rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking maybe required at intermediate bearings for floor diaphragm per IRC In high seismic areas, consult localbuildingo lclal. MINIMUM BEARING LENGTH FOR BCI11 JOISTS Minimum end bearing: tilt' lot all SCI•Jojsts. 3%' is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC BCI• rim joist, rim board or Closure panel to BCI• joist: Rims or closure panel 1% inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI.4500s/5000s rim joist 2-10d box nails, one each in the top and bottom flange. BCI.6000s/60s rim joist: 2-16d box nails, one each In the top and bottom flange. BCI•6500s/90s rim joist Toe -nail top flange to rim foist with 2- 10d box nails, one each side of flange. BCI• rim joist, rim board or BCI• blocking panel to support Min. 8d nails fd 6• o.c per IRC. Connection per design professional of record's specification for shear transfer. BCI foist to support: 2- d nails, one on each side of the web, Placed 111 Inches minimum fromtheendoftheBCIJoisttolimitsplitting. Ines 8d common na o.c. in the field (IR( See closest allowable nail spacing limits on Dage 24 for floor diaphragm nailing specified at loser sppaadng than IpC. Maximumbracingspacinggfor full lateral stabilily: 18" for BCI.45 g & 5000s, 24• for larger BCI joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 4500s 4fr• or VV Two %' wood panels or 1.8 wood panels 2 x 5000s i'4• or %, Two VV wood panels or 1.8 wood panels 2 x 6000s or two Vx• 2 x +'/ri or 1.8 wood anels l4' wood nerl 6500s 146' or two %_ 2 x + 4i• or 1.8 wood anels Vi wood anal 60s2.01 1Si' Of two %, 2 x _ +'/a Of wood 'nets wood panel 90s 2.0 2 x _ lumber Double 2 x _ lumber Cut backer and tiller blocks to a maximum depth equal to the web depth minus V•• to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCIT JOISTS FROM THE WEATHER BCI' Joists are intended only for applications that provide permanent protection froin the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI-0 RIM JOISTS AND BLOCKING VerticalCapacity IPKI Depth inJ Series No W. S.io W.S.- 9y3. 111.8, SOOOs 1.8, 2300 N/A 6000s 1.8 6500s1.8 4500s 1.8, 5000s 1.8, 2150 N/A 11%. 6000s 1.8 6500s 1.8 60s 2.0, 90s 2.0 25W N/A 4500s 1.8, 5000s 1.8. 2000 N/A 14• 6000s 1.8 6500s 1.8 60s 2.0, 90s 2.0 2400 N/A 4500s 1.8, 6000s 1.8. 1900 2500 16- 6500s 1.8 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Scise C-cade'- ::as: e•ii Soecifte, Guide • 09 0412315 J_o_ist_HoIe_L-o_cat.ion_&_ S.izi-ng-_ -_-_ BCI® Joists are manufactured with 1%2' round perforated knockouts in the web at approximately 12" on center Minimum spacing - 2x greatest dimension ar! D of largest hole (knockouts exempt) D DO NOT see table below) (see table below) rut or notch flange n.-.. re,ne•a r I 6' O 1 1:1 6' 0 - No hales (except knockouts) A iSS' round hole may be 1-- allowed In bearing zones cut anywhere In the web. Do not cut holes Provide at least 3' of larger than I%- clearance from other holes. round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/2' MINIMUM DISTANCE a FROM TO THE CENTERLINE OF Round Hole Diameter [in) 2 3 4 5 6 6% 7 8 8y. 9 10 11 12 13 Rectangular Hole Side 3 1 5 6 7 in 8 1'-0" 1'-1" 1'-5" 2'-1" I2'12-4-3'-1" 3'-5" Any 12 1'-0" 1'-2" 2'-2" 13'-2" a'-2" 4'-8" 5'-2" 9'b" Span Joist 16 1'-0" 1'-7" 2'-11" 14'-3" 5'-7" 6'-3" 6'-11" I Round Hole Diameter [in] 2 3 4 5 6 6'% 7 8 8y. 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 1 8l+l 8 11'-0" 1'-1" 1'-5" 1'-10" 12'-4" 2'-7" 2'-10" 3'4" 3'-9" Any Span 1'-4" 2%V 2'-10" 13'-7" 3'-11" 4'-3" 5'-0" 5'-8" 11W Joist Iftl t201'-1 1'-10" 2'-10" 13'-9" 4'-9" 5'-3" 5'-9" 6'-9" 7,-7" 2%3" 3'-6" 4'-9" 5-11" 6'-7" 7'_2" 8'_5" 9'-6" Round Hole Diameter fin) 2 3 4 1 5 6 61/2 7 1 8 8'/• 9 10 11 r 12 13 Rectangular Hole Side 2 3 3 5 6 6 8 9I1nj k 8 1'-01, 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4" 3'-8" 12 11'-0" 1'-1" 1'-3" 1'-10" 2'_6" 2'-10" 3'-1" I3'-9" 4'-3" 4'-4" 5'-0" 5'-7" Any Span 1614' Joist 1'-0" 1'-1" 1'-8" 2'_6" 13'-4" 3'-9" 4%2"L 5'-8" 5'-10" 6'-8" 17'-5" Joist 20 2'-1" 3' 2" 4'-2" 4%8" 5%2"" 1'-0" 1'-1" 7'_2.. 7._3" 8'-4" 19'-4" 24 1'-0" 1'4" 2'-6" 3'4" 5'-0" 5'-8" 6'-3" 7'-6" 8%7" 8'-9" 10'-0" 11'-2" 3RoundHoleDiameter [on) 2 4 5 6 ! 6'/: 7 8 8% I 9 10 11 12 13 Rectangular Hole Side in) 12— 3 5 5( 6 8___ 9 10 8 1'-0" 1'-11'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 1'-11" 12'-0" 2.-5" 2'_9„ 3%2" 3'-7" r--- 12 1'-0" 1'-1" , 1'-2" 1'-2" 1'-3" 11'-6" 1'-10" 2'-5" 2'-11" 3'-0"13'-7" 4'-2" 4'-9" 5'-4" Any - -- — 16" Sean 16 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" ' 7'-2" Joist -- 20 1'-0" 1'-1" 1'-2" 1'-2" 2'-1" 2'-7" 3'-1" 4'-1" 4'-11" 1 5'-1" 6'-0" 7'-0" 8'-0" 8' 11" 24 1'-0" 1 1'-1" 1'-2" 1'-4" 2'-6" 3'-1" 3'-9" 4'-11" 5'-11" 1 6'-1'- j7'-3" 8'-5" 9'-7" i10'-9" DO aA in web area as specifi, 0 0 Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side Use the longest side of a rectangular hole The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. I W round knockouts in the web may De 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 IA" 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 SC CALCo software. Large Rectangular-Holes-in-W16 Joists--_ -- - - - Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist See Mu Hole Site on Q hole Chan for loin Depth Joist span -I Mlnhnum2tdiameter/ width of ingest hole Simple Span loin 6'O• 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 SC CALC• sizing software. 6o st Cascade ENrP • Easterr Specifier Guide • 08,3412015 Maximum Hole Size Joist Simple Multiple Depth Span Span 9 yt" 6' x 14" 6" x 12" 11ye, 8' x 16' 8' x 13" 14" 9" x 18" g- x 16" 10" x 17" 16" 11" x 18" 12" x 16" Multiple Span Joist Q hole Soo Mat Hole She on Q hole I. —%) Ohl y) ChartkrJoistDepth• I~% Jobt n n MINIM 1= mil Multiple Span Joist IT-0, Min --- U Multiple Span Jolt 12W Min—• Larger holes may be possiblellfor either Single or Multiple span joists: use BC CALC° sizing software for specific analysis. Reinforced .Load _Bearing Cantilever Table BCI® Joists Oc fn He 01° Roof Total Load sf 35 1 45 55 Joist S acin in W`n 16 19.2 24 16 19 2 24 16 119.21 24 m 24 0 0 1 0 1 0 1 0 x 1 o 1 x I x 0 0 0 0 0 X 0 X X 0 0 on X 0 X X X x X 0 0 o x x x x x m e r34 0' 0 X 0 X X X X X 0 o x 0 x x x x x 0 x x x x x x x x 0 X X X X X X X X 40 O X X X X X X X 1 X 42 0tx x x x x x x;x 24 0 1 0 1 0 1 0 o 1 x 1 0 1 X x 0 0 o 0 0 x 0 X X co 0 0 1 0 x x x x xr2610XXX 0 0 X 0 X X X XX 0 0 X X X X X x X 0 0 X X X X X X X 38 0 X' X X X X X X X 40 0 X' 1 X X X X X X X 0 0 m 24 0 t 0 0 0 0 0 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 0 0 0 X X X X 30 0 0 o o O X X X X 32 0 0 0 X X X X X 34 0 0 0 X X X X 36 0 0 IX 0 X X X_ X X 38 0 0 X X X X X 40 0 0 X X X X I X 24 0 0 1 0 1 0 1 0 0 1 0 1 0 1 X 26 0 0 0 0 0 0 1 0 X X m 0 m 28 0 0 0 1 0 0 0 1 0 X X 30 0 0 0 0 0 X 1 0 X X 32 0 0 0 0 0 X 0 X X 34 0 0 0 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X 0 X X X I X X 40 0 0 x10 x x xlx x m 24 0 0 0 0 o WS 0'0 x z6 0 0 o O o WS o o x 28 0 0 0 0 0 X 0 WS X 30 0 0 0 0 o x 0 WS x 32 0 0 WS o 0 x 0 x x e 34 0 0 WS o o x o x x 36 0 0 ws o WS x o x x 3s 0 o x 0 x x x x x 40 0 o x o x x x x x az o•0 x o x x x x x o c 0 24 0 0 0 0 0 WS 0 0 1 1 26 0 0 0 0 0 WS 0 0 1 28 0 0 0 0 0 WS 0 0 X 30 0 WS 0 0 1 0 0 X 32 t 0 WS' 0 0 1 0 1 X 34 0 WS 0 WS X 0 X X 36 0 0 WS 0• WS X 0 X X 38 0 0 WS 0 WS X X X X 40 0 1 0 1 1 1 0 1 1 X X I X I X 24 0 1 0 1 0 0 1 0 1 0 1 0 0 WS 26 0 0 0 0 0 0 0 0 1 1 28 0 0 0 0 0 WS 0 000P1 30 0 0 0 0 0 WS 0 0 X c 8 32 0 0 0 0 0 1 0 WS X 34 0 0 WS 0 0 1 0 1 X 36 0 0 WS 0 0 1 0 X X 38 0 0 WS 0 0 X 0 X X 40 0 1 0 1 1 1 0 WS1 X I X I X I X c OC_ a o `0 Roof Total Load s 35 1 45 1 55 Joist S acin in 0 N 16 19.2 24 16 19.2 24 16 19.2 24 24 0 0 0 0 0 1 0 0 1 0 1 1 26 0 0 0 0 0 0 28 0 0 0 0 0 0 X 30 0 0 0 0 0 0 X 32 0 0 0 0 0 fX0 0 X 34 0 0 0 0 0 1 X 36 0 0 0 0 0 1 X 38 0 0 0 0 0 1 X 40 0 0 1 0 0 1 X 1 0 I X X m 24 0 0 0 0 0 1 0 1 0'0 1 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 X 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 0 1 0 1 X 34 0 0 0 0 0 X 0 1 X 36 0 0 WS 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 0 1 o 1 X 1 X X c 0 24 0 0 0 0 0 0 1 0 1 0 1 0 26 0 0 0 0 0 0 0 1 0 0 28 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 1 0 1 36 0 0 O 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 1 0 1 2 m 24 0 0 0 1 0 1 0 1 0 1 0 1 0 JWS 26 0 1 0 0 1 0 0 1WS1 0 1 0' WS 28 0 0 0 0 0 WS o 0 1 30 0 0 0 1 0 0 WS 0 !WS! X e v 0 0 I 0 0 WS 0 -WSJ X 34 0 0 WS 0 0 1 0 WS X 36 o o WS 0 O X 0 WS X 38 0 0 WS 0 WS X 0 X X 40 0 0 WS 0 WS X WS X X 42 0. 0 WS 0 WS x WS x, x a 24 0 1 0 1 0 1 0 1 o WSJ O'O;WS 26 0 0 1 0 1 0 1 0 WS 0 1 0 IVVS 28 0 0 0 0 0 WS 0 WS 1 30 0 0 JWS. 0 0 32 0' 0 WS 0 0 34 0 0 WSJ 0 WS WWS13600WS0W5 38 0 0 WS 0 WS ao 0 o WS 0 WS m 24 0 0 1 0 0 0 0 0 0 WS 26 0 0 00 0 0 WS 28 O' 0 1 0 0 0 WS 30 0 0 0 c 32 0 0 0 is 0 WS 1 m 34 0 0 0 0 WS' 1 0 0 WS 0 WS 1 f36 0 WS 0 1 2 0 0 WS 0 1 2 ro c 8 24 0 0 1 0 1 0 1 0 0 0 1 0 WS 26 0 0 0 0 0 0 0 0 WS 28 0 0 1 0 0 0 WS 0 1 0 WS 30 0 1 0 1 0 0 0 WS 0 0 1 1 32 0 0 0 0 0 WS 0 WS 1 34 0 0 0 0 0 WS 0 WS 2 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 0 1 0 1 2 40 0 0 WS 0 WS 1 0 1 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 foist Ranges. 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. r V r Roof Tatal Load sf O C_ r/) I- C 3S 45 55 Joist Spcin in 0'0 M N 16 19 2 20 16 19.2 24 16 19.2 24 24 0 1 0 0 1 0 1 0 1 0 0 1 0 JWS 26 00 0 0 0 0 0 0 ,WS 28 0 0 O 0 0 0 o 0! WS 30 0 0 o 1 0 0 WS. 0 0 1 0 w32 0 0 0 0 0 WS 0 0 1 31 0 0 0 0 0 WS 0 0 1 1 36 0 0 0 0 0 WS 0 WS 1 2 38 0 0 0 0 0 1 0 WS' X 40 00 WS, 0 0 J 0 1 1X 24 0 1 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 1 0 0 28 0 0 0 0 0 0 0 0 30 2_ 1 0 1 0 0 1 0 0 0 0 0 0 0 N32 0 O I O 0 0 0 O I O 0 m 34 0 0 0 0 0 0 0 0 IWS 36 O' 0 0 1 0 0 0 0 0 1 1 38 0 0 0 0 0 I o 0 0 1 1 40 0 0 0 0 0 1 0 1 0 1 0, 1 24 0 0 0 0 0 0 0 0 WS 26 0 0 O W5 0 0 WS 28 O 0 0 0 0 _ 0 - WS WS 0 30 0 0 0 0 T 0 WS' 0 __0 0_ WS WS c 32 0' 0 0 0 0 O W5 0 34 0 0 WS F 0 i 0 1 WS' I 0 0 WS X v 36 0 0 I__WS_ O = OLI-.- WS 0 W5 X_ 380 0 WS 0 WS 1 0 WS X 40_ 0 0 WS O'wSS WS WS 42 0 0 WS 0 i WS! X' WS X 1 X 24 0 0 O' 0' 0 1 0 0 0 .WS 26 0 0 0 0 0 0 0 0 WS 28 o o 0 0 OWS 0 O WS m 30 0 0 0 OWS, 0 0 •WS 0 32 0 0 0 0 0 I WS 0 WS WS 8 0 0 0 0 0 WS 0 WS+ 1 34 m36 0 0 WS Ot0 IWS 0WS 1 38 0 0 WS. 0 0 WS- 0_ WS 2 do o o WS o WS ws 0 WS z 24 0 0 o 0 0 0 0 0 0 WS is o o 0 0 o_Y0- 28 0 0 0 WS10_ 0 WS 30 0 0 0- 0 0 0 WS 0. 0 WS 0 32 0 0 0 0 0 WS 0 WS' 1 voi 34 0 0 0 0 0 WS 0 WS 1 m 36 0 0 WS 0 0 WS 0 WS 2 38 0 0 WS 0 1 0 JWS. 0 MS 2 401 0 0 WS 0 IWS WS 0 •WS 2 za o 0 0 o 0 0 0 O WS 26 0 0 0 0 0 0_0 WS 28 00 0-' 0 0 1 00 0_ WS 0 30 0 0 0 0 OO WS 0 0 WS i--r-- -_ —t— c 32 0000I0, WS 0_ 0, WS m 31 0 0 0 01-0 iwS' 1-ws- 0WSWS 36 0 0 0 0 1 0 WS 0 WS 38 0 0 i 0 WS0_ 1 WS 1 40 0 0 0 WS 0_ 0 0 WS 1 0WS 1 24 0 0 0' 0 0 0 0' 0 0 26 0 0 0 0 0 0 0 0- 0 28 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 N 32 0 0 0 0 0 0 0 0_ 0 m 34 0- 0 0 0. 0 0 0 0 0 -WS 36 0- 0 0 0 1 0 0 38 0_0 0 0 O 0w0_1 0 _WS_ 40 0 0 0 0 0' 0 0 0 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing Boise C—c3cle • cas:em Soecifie, .^,aide • C9 04'201 S Reinforced -Load- Bearing Cantilever _Detail_ 2'-6' 2'-0' The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of T-0". Cantilevers longer than T-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC'D software. PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23132" Min. x 48" long plywood I OSB rated sheathing must match the full depth of the BCI• Joist. Nail to the BCI• Joist with 8d nails at 6" D.C. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with loading that exceeds the loads shown shall be analyzed vvilh BC CALC• software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC° software. s/ai min. plyw000/0SB or rimboard closure. Nail with 8d nail into each BCI• Joist flange. blocking required for Structural Panel -' cantilever reinforcement block Uplift on back span shall be considered In all cantilever designs Non--Load-Bearing- all -Cantilever -Details BOO 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 foists. Clinch all nails. SCI•Joist blocking Wood Structural Wood backer block 2x Closure Panel Closure See page 6 of Easfem 2.8 minimum Specifier Guide BCI lolst blocking ql, `Drywall Ceiling or Back Span I Maximum wood Structural Panel Soffit a Back Span Not to exceed 4'-0' These details apply to cantilevers with uniform loads only. It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALCe software. see web Small Go Stiffener Nailing2min! ai.- Schedule wchartartweb2' ado. 4• max. Stiffener Width Clinch 2 •, p s. LjLgdr Nana Tight m web sutleoer required When eoneeoaated bad YconcentrlexceedsAltoIbsWeb stiffeners a plied to both sides of thesolst web Stiffener Specifications For Structural Lateral BCI Joist Capacity Restraint Minimum Series Min. Thick) in Hanger Width 4500s 1.8 n" y: 25h: 5000s 1.8 1." 25ha" 600051. 8 2514 6500s 1.8 1" or 1%." 251C 60s 2.0 W 25ha" 90s 2.0 2x4 lumber (vertical) Section View Minimum 1%Times Cantilever Length Back Span 3i5• min. Maximum bearing a Back Span not to exceed 4'- 0• tiffener-- Requirements---- NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI• JoisL 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 1106 90s only). For Structural Capacity. Web stiffeners needed to increase the BCI• Joists reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the lop flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e. g., BCI° 6500s, double W panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI• Design Properties on page 24 or the BC CALC• software BCI• Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1.8 9'/ i' 2-8d 2-8d 11ya 2-8d 3-8d 14" 2-8d 5-8d 16" 1 2-8d 6-8d 5000s 1.8 9'/ 2" 2-8d 2-8d 11Ye" 2-8d 3-8d 14" 2-8d 5-8d 6000s 1.8 9'/ 2" 2-8d 2-8d 11'/., 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d I 6-8d 6500s 1.8 9Y2' 2-8d 2-8d 11'/., 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 60s 2.0 11'/:' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 90s 2.0 11Me" 3-16d 3-16Ld 14" 5-16d 5-16d 16" 6-16d 6-16d 6o se Cascade ENiP • Easterr Spaci ,ei r;u is • 3if 04i2315 Floor Load Tables______ __ __ _ _ __ Allowable Uniform Floor Load in pounds per lineal foot (PLF]) 11', Load Duration BCI® 4500s 1.8 Series 13/" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 91/z" BCI® 4500s 1.8 11 yell BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 91/z" BCI® 5000s 1.8 11 Y$11 BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 1 - 156 158 99 1 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 50 67 142 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to 1-/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and 1-/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 CALCO software. Bcise Cascade ItAp - ?as'em Srea&e• Glide - CS Cu2015 Load -Tables — Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9Y2' BCI® 6000s 1.8 11'/•" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'Y2' BCI® 6500s 1 1.8 11%' BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 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 75 117 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Coast: Cascade EVVP - Easlerr Sperner 3waa Floor Load_ Tables _____ Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 31 " Flange Width 11 yell 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 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 I 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 1 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 1 45 1 91 61 97 29 41 82 55 94 30 1 50 I 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 1-I360 and L/960, multiply the Live Load values by 1.33 and 0 50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC• software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC'software. Boise Cascade EVP • Eavem Specdie• 3aide • 09'04o_015 Roof_Frami-ng---------- -- --- ------ BCI® Rafters 1 • Structural ridge VERSA -LAM° or FOR INSTALLATION STABILITY,load-bearing wall required. Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails Blocking or other lateral minimum. support required at end supports. I I When installing Boise Cascade WII EWP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding Blocking not shown ' 1 wood treatment. for clarity. BCI° Rafter Header 0 V 1 I r — Multiple BCI° Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON BCI'b JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI" BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 10 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 Affics Only) BCP 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. 2'E• o.c. or BCI' 4SOOs) 3'-0• o.c. or BCI' S000s) Mlnlmum Heel Depth lace table at dpu) 12 Mln. 6 Rafter 94i•,11?:ir• or 14• Web BCI.45000/50009/60002/65002 Filer Ceiling Joist ® 24• o.c. Maximum Roof Rafter Ceiling Loads: Live Load =10 psf Dead Load = 7 psf 2x Blocking 3% Minimum Bearing 2x4 Wall) Each End Maximum Span Lengths Without Roof Loads 14" BCI* 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0- 11%i BCI* 45005 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14' BCI* 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth End Wa8 2x4 2x6 ex 2x 1W 11'i: 3W 2W 14* 4W 3W Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI• ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI* top flange with 1-10d (3* long) box or larger nail. 6) 10 milers must be continuous and nailed to a braced end wag. 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. Co st: Cascade EN1P • Easterr Spar ter Gwo. - OW3412015 Roof Framing Details _ Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope Rimboard / VERSA•IAM• blocking. V' greater than'/4/12. Ventilation cut: k/z of length. '/z of depth Rimboard / VERSAdAM• blocking. Ventilation 'V" cut: 3 of length. k/z of depth 2 blocking Tight fit ` Flange of BCI• Joists may for soffit for lateral be birdsmouth cut only at Isupport. ` 2'6" max stability. the low end of the joist. Birdsmouth art BCI• Joist Simpson VPA or LISP TMP connectors or equal can Flange of BCI• Joists may t birdsmouth cut only at flange must bear fully on1plate, web stiffenerbeusedInlieuofbeveledplateforslopesfromthelowendoftheoast. outh cut BCI• Joist 2'8" max repaired each side. 3/12 to 12/12. flange must bear fullyBlMsmonplate, web stiffener required each side. Bottom flange shall be fully supported. f 10d •, I Simpson or LISP LSTA24 strap, nailing per I . Simpson or LISP LSTA24 strap where slope nails 2x4 one side for 135 PLF max. at 6" governing building code. exceeds 7/12 (straps maybe required for lower o. c. 2x6 one side for 240 PLF max. BCI• blocking d areas slopesInhlgn)Nailing per governing VERSA4AM9 LVL Holes cut building cod support beam. for ventilation. VERSA- AM • LVL support beam. Backer block Thickness per o corresponding BCI• series. 2x block BCI• blocking Holes cut oublebeveled Beveled web stiffener 4' b• horiz for ventilation. wood plate. on each side. l Blocking on both sides of ridge may be required for 2' 46' horiz shear transfer per design professional of record. Simpson LSSLII or LISP TMU hanger. r f' L ist may be Backer block hen L exceeds r minimum 12" wide). 2cing, r Joist Nail withl0-10dnaft m g as required. r Hanger Nail r outrigger r through BCI• web. cEndWall. DO NOT bevel -cut Joist Hier block. Nail beyond Inside face of wall, except with 30 - lOd nails for specific conditions In details x outrigger shown on pages 6 and 13 of the Backer block required where top flangetched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 250 lbs. flange. Outrigger Install tight to top flange. acing no greater an 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 BCI9 JOISTS Minimum end hearing: 1%' for all BCI• Joists. 3%" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BC10 elm joist, rim board or closure panel to BCI• Joist Rims or closure panel 1% inches thick and less: 2- 8d nails, one each in the top and bottom flange. BC19 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 sheaf transfer. BCI° joist to support: 2- 8d nails, one on each side of the web, placed 1% inches minimum from the end of the 8CI0 Joist to limit splitting. Sheathing to BCI• joist: Prescriptive residential floor sheathing nailing requires lid common nails fig 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 atcloser spacing than IRC. Maximum nail spacing for minimum lateral stability: 18' for 8CI.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 Backer Filler Block Thickness 450051. 8 od or V'ane" ls woTwo W wood panels or 2 x_ 500051. 8 wood aoels Two W wood panels or 2 x 6000s 1.8 15S' or two t6' woodanels2 x _ •'/,; or W wood panel 650051. 8 1 6' or two %, woodpanels2 x _ •fib' or %, wood panel 6Os 2.0 lX00dr tanels" 2 x -''/kg* or W wood panel 90s2. 0 2x-lumber Double 2x-lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus '/." to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCIa JOISTS FROM THE WEATHER SCIO Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCI' Joists should be covered and stored off of the ground on stickers. MAXIMUM SLOPE Unless otherwise noted, all roof details are valid for slopes of 12 in 12 or less. VENTILATION The 1% inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI• Joist may all be knocked out and used for cross ventilation. Deeper joists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements. BIROSMOUTH CUTS BCI• Joists may be birdsmouth cut only at the low end supporL 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. ifase Czsc3de c,p • Eas'ens SoeuQe• 3jida • C4 a< 2015 Roof pan Tables ---- - Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1W Flange Width 2" Flange Width 9'%" 11%i 14" 1 16" 9'/:" 11Y8" 14" BCI.4500s 1.8 BCI° 4500s 1.8 BCI04500s 1.8 BCI' 4500s 1.8 BCI.5000s 1.8 BCI05000s 1.8 BCI.5000s 1.8 Live Dead 4/12 4/12 8/12 4/12 4/12 8112,4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to to or to to or to to or to to or to to or to I to psf) Ipsf] Less 8/12 :12/12 Less 8/12 12/12 Less f 12/12 Less 8112 12/12 Less 8/12 12112 Less 8/12 12/12 Less 8/12 112/12 Non- 1 20 1 10 23'-10" 22'-0' 20'•10" 26-5' 26-9" 24'•10" 37-3" 39-5" 26.3' 3 .T 3Y-T 1 31'-3" 4'-10' 2T-Y 21'-9" 29'-7" 27'-11'j25'-11' 33'-8" 31'-9" 29'-5" Snowl 20 1 15 122•7"' 2t'•3' 19-T' 26-11' 26-3 23'4" 3OW- 26-9" 16e 3Ye 31'-10" 294" 23'-6" 22'1" 20'-5" 28'-0" 26'-4" 24'4" 1'-10'129--1 V1 27'-7" 125% 20 20 21'-T' 29.2" 15-7" 26-F 24'-0- 27-1- 29-2' 2T4" 26•1" 31'4' 3U-3" 2T-10" 22'-5" 21'4- 19'4" 26'-9" 25'-0" 23'-0' 30'-6- 28'-6- 26'-2" 25 1 10 27$ 21'-5' 19'-11" 26-11' 2S$ 23$ 30r-7 I 29-V 26-11" 37-3' 31'-T 29-10' 23'-7' 224" 20'-9' 28'-1" 26-T 24'-Sr 31A1 i 30'-2" 28'-1" 25 1 15 21'-T 204' 16-10' 25-T 24'-2- 27-5 26-2-2T-S 26$ 3U-1" 294" MY 22'$ 21'-2" 19'-7' 6'-10" 25'-3" 2S4» W-3' 28'•8' 26'-T 12' O.C. 30 1 10 21'$ 2Ub" 19-1" 26-T 24'-5" 27-T 26.3" 2T-9" 25-11' 3U-r 29$ 26$ 22'-T' 21'4" 19 11 6'-10' 25'-5' 2S-9" 30'4` 28'41` 2T-0• Snow 30 1 15 20W 19-T 16-2- 24-Y 234' 21'$ 26-T 2541' 24'-7 28'-S 27'-T 26-10' 21'-T 20'-5" 18'-11 25'-9' 24'4" 27-T 28'-0' 27-0' 26-8" 115% 40 , 10 154_OT_ 19$ 11 16-1P18-11',1T-10' 15-5'' tB' 1--- 1T-1' 23-2* 27-1' 27-0' 1 21'-Y 2T$ 2U' 26-Y 24'-11' 24'-1 23 T 24'-r 27-11' 27-V 2S$ 2_6$_ 25 r 25-t» 24'-0 20W 20' 2" 19%8" 19' 1" 18'-T 1T-10 24'-5" 23'' 5" 27-2" 23'-8" 27I9"' 21'-3" 2T-2"126'-8' 26-2' 5'-10" 25" 24'-1' 50 10kko- 19-r 1T$ 16-T 21'-2' 2U-10- 19-T 29'-1' ' 27-10". 27-5 24'$ 24'4" 124'-T 27-T 19W, la, 3"! 1T-3" 22'-8" ' 21'-9" 20'-T 20'-2" 4'-10" 24'-0" 23'-5" 15 1T-11' 1T 16 3" 2U4' 2U-0" 194" 27•r , 21'-9"t21'-3' 234r 23'-3" 19'-0ii 18'-1"{1fi'-11 1'-10' 21'-5 23'-9"' 2T-4" 22'-10 Non- 1 20 1 10 21'-7" 2U-5" 18'-11" 25-T 24'•3" 27-T 29-3' 2T •i I 15•T 31'-5" 39-7- 294' 22'-6" 21' 3" 19'-8" 26'-10' 25' 4"12S-6" 30'-6" 2N-9"! 26-8" Snowl 20 1 15 20W 19-3' 1T-9" I 24'4» 22'•11" 21'•1" 2T•2" 26-0" 2f-V 29-V 28'•r 26'•7" 21'-4" 20'-0" 18'-6" 25%5" 3'-10" 22'-0" 8'-11 2T-1" 25'-0" 125% 20 20 19-T 18'•3. 16'•10" 23'-r 21'.T 29-T 264' 24%Y 27-T 27•1- 26-2. 24'-11" 20.4o 19-9. 17'-6" 24'-3" 22'-8" 0'-10' 2T-2'25'-t 23'-9" 25 10 20W 19-5 16-1" 24'-0' 27-1" 21'-0" 264' 25-T 24-S 27-11' 2T4" 26-7- 21'4" 20'-2" 18'-10 25'$ 24'-1"127-5' 28'-1" 2T4"125'-0" 25 15 19-7' 16-5" 17-1' 274» 21'-T 2U4' 24'4" 23'-9' 27-11' 260 264' 241S 201-5" 19'-2" 1T-9" 24'-0", 2%10" 21'-2- 26-2" 26-6- 24.4 16' o.C. 30 10 19-T 18'-T 174' 27-5' 27-0" 2U-T 24'-5' 24'-V 2T-S 26-l' 26$ 260 20'-5" 19'4" 18'-1" 24'4" 23'-1" 21'-6" 26-T 25-9" 24'-5" Snow 30 15 16-T 17-9' W-T 21'-1" 2U-T 19-T 23-V 27-5 21'-T 24'-7* 24'0 23'•3" 19'-7- 18'-0" 1T-2- 22- 22'-0" 20'-5" 24'-8" 24'-t"'23'-3" 115% 40 1 10 1T$ 1T-I' 16-2* 20-1' 15-T 15-r 21'-10"- 21'-T 21'-1. 23'4' 2Y-V n'-T 18'-T 1T-1016'-10 21'-T 21'-3"',2U-1" 23'-0" 23'-Y 2U-10'i 2U.S 15-10" 27-3' 21_-10' 21'_3' 18_4" 1T4" 16'-1" 20'-0"2U-1" 19 3_ 22'4;" 27 t21'-11" 21'4" 40 15 15-10_'L1G-0i'' 15'-0' 1_9-t' 18$1B-r 50 _10_ 16'-r 15'-10't160 184'11T-l",1T-9" 15-11",15-9",15-5 21'-4-1121'-1" i NY-9" 1T-2"116'-6"115'" 198";19'S"118'-8" 21'-5"'21-2"20'-10 50 15 15'-0" , 15-0' 1 14'-0" TT-T J 1T-0" t 16-10" 19-2- 118'-10" 18-5 2U-5* 29-1" 15$ 16'-8"16'4",16 4' 18%10" 18'-0";18'-1" 20'-7"' 2U-2" 19'-9" Non- 20 10 2U4' 19 7 1T-9' 24'•r n'•10" 21'•2' 26'•10' 25'-11" 24'-1' 28'$ 26-0' 26' 8' 21'-7' 19'-11 18' 6" H2Y-6-J2Z-7-J2I-1- 23'-9" 22'-1" 28' 8" 27'-0" i 25' 1" Snow 20= 20 19.3' 16.1' 16'$ 27.9" 21'-0' 19.10" 24'•9" 24' 0' 27•T 26-5" 2S$ 24'$" 20'-0" 18'-10' 17'4"22'-5" 20' 8' 26'-7" 25' 6" 23' 6" 125% 20 18'4' 1r•2 15-9' 11'-Y 29•5' 16.9' 23'•1' 274" 21'•3" 24'$ 23'-10' 27-9' 19' 1" 17'-10' 16'-5"2t' 4" t9-7" 4'-1 23-11 22'-3" 25 10 19-3' 16-3- 1T-0' 21'-10' 21'-5' 2U-r 23'-10" 23'4' 27$ 26-T 24'-11' 24'•3" 2U-1` 19'-0» 1T43" 25-7" 25-4- 23--11' 25 15 16-0" 1T4" w-tr 2US 19-10' 19-1' 27-T 21'$ 2U-10" 23'-T 23'-1' 274' 19'-2" 18'-0" 16'-8" 21'4" 19'-11 3'-10"2T-3" 27-5" MI. O.C. O.C. 30 10 16-0' 1T-S 16-Y 2Ud" 2U-1" 19' 27-Y 21'-11' 21'4' 23'-10 23'-5' 27-10' 19'-2" 18'-Y16'-11 21'-i 2U-2" 3-11"23'-0"127-11 Snow 30 15 1651' 16-T 164" 19-0" 18'-9' 19-7 20'-11' 2U-S 19-10' 27-Y 21'-10" 21'-2* 18'-3" 1T4" 16-1" 20W 20'-2" 19'-2" 27-0' 27-0" 21'-3- 115% 40 10 4 J 15 16-r 15'-11' 1S-r 15'4' i 15-0' (-14_$ 16 3• 1T-5» 18-0' 1T$ 1T-1" 16-T 19-11", 19$ 19•3' 16-11 18-T 18.1' 21'4" 2U 3" 21'-0. 19-10"j 20-T 194_ 1r4 16'-0 16'-9"5'-10 16'-2"r15'-2" 19' 8" 19' 4" 18'40 18'$" 18'4"iT_1_- 21'-5" 21'-1"' 2U 8" 20"2U 50 10 14' 9'14'$ t_14'-1" 16$ 16-0" 16-r i 18_-_r 18-0" 1T$ 15-5 15-3' 1_8-11" 5-10" 16-6"! 14'-8" Y 1T-11";1T-9" 1T-5" t---* -- 19'-7 .19W119'-0" 50 15 14'-1' IT-10',13'-T 16-0'1159"r 1S4' 1T-S 17-716-9' 16$! 164'Y1T•11' 15'-r,14'-11" 14'4" I- F16'41'•16'-0" 18'-9" 18'-5" 18'-0" Non- 10 19-ITI17•9' 16'-S" 27-0' 21'•1' 19-T 24%V 23'•5' 274' 25-7-260 24'-3" 19'-7" 18'-V' 17'-2" 23'-4"I22'-0'120'-5" 25'-9" 25'-0"123'-3" Snow15 N201T-10" 15'•9' 15'•5' 26•3" 19$ 164" 27-1' 21'-5' 2U•T 23'$ 27.11- 27-0" 18'-6" 1T-5" 16'-1" 1%10 2U•9" 19'-2' 2T-9" 2T-1" 21'-9" 125% 20 19-T I 15'-11' 14'-T 1W11" 16-3' 17Y 1Uw" 19.11" 19-V 22-4- 21'•3- 2U-4" 17'-8" 16'-T' 15'-3" 20'4" 19'-8" 18'-2" 22'-2" 21,-6,1120,-5"' 25 10 17-7 16-10" 15-T 19-6- 19-2- 16-T 21'-0' 20'-10" 20t-r 27-9' 27-Y 21'$ 18'-0" 1T-7- 16'4' 21*-T 210'-T'119-0` 2'-10" 27-5» 21'-9" 25 15 16-1" 15-T 14'-10' 18-2* 17,-9' 1T-1' 19.10' 194" 16$ 21'-3" 2t7$ 19-11' 1T-3" 16'-" 15'-5" 19'-T 19'-1" 18'4- 21'4" 20'-9' 20'-0" 24" O. C. 30 10 16-1" 15-10' 15-1' 19-r 1T-11' 17.T 19-11' 19-T 19-1' 21'-3r 2U-11" 2U-5F* 1T4" 16'-10 15'-8" 19'-7" 19'-3" IV -Sr 21'-5" 21'-0" 20'$" Snow 30 15 16-r 14'-9- 14'4" 1T-2- 16-9" 16-Y 19-9 1 18-Y 17$ 2U-0" 19$ 16-11' 16'-3" 15'-11"14'-11 18'-5" 18'-0" 1T-5" 20'-1" 19'-8" 19-0" 115% 40 10 40 15 14' S", 14'-2' 13'-11" 13$ 13S' 13'-1' 164' 16-1' 15-T s 1S$ 1Sa14' » 1T-10': 17-T j 17-2" 16-11' 16-T i 16-r 19-0" 19-T 16-Y 16$ 15'J" 14'-T 1T-T 1 T4'16'4 0' 2" 18'- 10118'-0" 19i- 5010 13 r 13-0' , 17 9' 10' 14'-11' i 14'-9' , 14'$ 16-0 16-1" 1 1S 9" 16-1' 1T- 9' 1T-3' 1T4" 1T-r 116- 10' 14' -9" 14'-5" t 14'-0" 14'_T 13'-11" 13'-7' 1616I";15'-11 16'- 0" 16-10` 16- 7" 18'-2" 1T-10' 1Ti" 1T-5",1T-2" 16'- 7" t 50r 15 17-T 174' , 17-1' 14'-0' t 14'-0' t 13'-9' T- 1S-T 1S4" ,14'- 11' 16$ 16-T ! i6-Y IT-V'! 13'4"11Y-W 1 15W'14'-11' 14' 3' 16-2" 15$" 14'-11 Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. 6o se Cascade E',* v • C :,w;r Speai !er r;wne • 08 2v15 Roo- - Span- - -a Wes - Maximum - - - ---- -- - -- — Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load Ipsq Ipsfj 115% and 125% Load Duration BCI06000s 1.8 Series 25/16" Flange Width BCI! 6000s 1-a _ _ _ 4/12 4/12 8/12 or to to Less 8/12 12/12 BC.I! 6000s 1.8 __- 4/12 4/12 8/12 or to to Less ! 8/12 12/12 BOO 6000s 1.8 _ _ _ 4/12 4/12 8/12 or to to Less 8/12 12/12 B-C.I! 6000s 1.8-_ _ 4/12 4/12 8/12 or I to to Less 8/12 12112 Non- 10 26'-0" 24'$" 22'-9" 30'-11" 29'-r 2T-0" 35'-2" 33'-2" I 394. 38'-10" 36'-T' 34'-0" Snow15M20 24'-7" 2T-1" 21'4" 29'-3" 2T-6" 25'-4" 33'-3" 31'-3" 28'-10" 36'-T 34'-6" 31'-10" 125% 20 2Y-6- 22--0" 20'-2" 27%11" 264" 24'-0" 31'-9" 29'-9" 27'4" 36-1" 37-10" 30'-2" 25 I 10 24'$" 23'4" 21'-8" 294" 2T-9" 25-10" 33'-" 31'$" 29-4' 36-10" 34'-10" 32'-5" 25 15 23' 6' zr-r 20'$' 28'-0" 26'4" 24'-5" 31'-10" 29-11' 2T-9' 34'-11" 33'-1" 31Y$' 12" O.C. 30 10 23'-r 27-C 29-10" 28'-W 26'-r 24'-9" 31'41" 30% 28%2- 35'-1" 33'-5- 31'-2" o.c. Snow 30 15 27-r 21'-4' 19'-9" 26'-1V 264" 23'-6" 30'-r 28'-10" 26'-T 33'-0" 31'-11" 29'-r 115% 40 10 21'-5" 20'-r 19'-5" 26-6" 24'$" 23'-1" 29-4r 2T40" 26-r 31'4" 30'-9" 29'-0" 40 I 15 21'-1" 20'-0" 18%r 25-1" 23'-9" 22'-2" 2T-11" 2T-1" 25-2" 29-10" 29'-3" 2T-10" 50 1 10 50 ' 15 19-10 19-1_ 1 18-1- 19'-10" IT-11" 1T$' 23'-T' 23'-T' 22'$-" 27$" 21'1i" 21'-0" 26'-9" i 25'-9" 24' 6' 25'$" 25'-3" 23'-11" 28'$" 2T-5" 28'-3' 2T-0" 2T-1' 5" Non- 20 10 23'$" 27-2" 20'-7" 28'-0" 26'-5" 24'-6" 31'-10" 30'-0" 2T-10" 35'-2" 33'-2" 30'-10" Snow 20 15 22'-3" 20%11" I 174' 25-T 24'41" 2T-O" 30'-2" 28'-4" 26'-2" 33'-4" 31'-4" 28%11" 125% 20 20 21'-Y' 1 19'-11" 1 18'-4' 25.3" 1 2Y-8- 21' 9" 28' 9" 26-11' I 24'-9" 31'-5" 29-9" 2T-5" 25 1 10 274" 1 21'4" 19'$" 26'-r 25-1" 23'-5" 30'-3" 20 I 26-r 37-5" 3r-r 29'-5" 25 15 21'-4" 20'-1" 18'-r 254' 23'-10" 274" 28'-3" 2T-2" 25-2" 30'-3' 29-5" 2T-9" 16" 30 10 21W 20'-3" 18'-10" 25-5" 24%1" 22'-5" 28'4" 2T4" 25-6- 30'-4" 29-9" 28'-3" O.C. Snow 30 1 15 29-6' 154" 1T-11' 24'-4" 23'-0" 21'4" 26'$" 26'-0" 24'-3" 28'$" 2T-10" 26-10" 115% 40 10 19-5" 1T-7' 23'-1" 22'-2" 20'-11" 25-Y, 123'-10" 2T-7' 26-9" 26'-2" 40 15 50 10 50 15 I-18_7" 19'-1- 6'-10' 1T-3"-~1641, 22'-2" 21'-3" 294" 21'-6" 20'-6_ 294r 20'-1' 19-6' 25'-5" 24'-2" 23'-r 27-10" 23'-2"-- 27=11"27-2- 27-2" 21'-10" 21'4' 25-10" 24'-9" 23'-9- 24'$" 254' 24'$" 23'4" 24'-1"-- i 27-10" 18'-0" 1T-11" 1T-1" 16-0" i 19-W Non- 20 10 27-1' 20'-117' 17 4" 26-3" 24'-10" 23'-0" 29%11" 28'-3" 26-2" 33'-1" 31'-2" 28'-11" Snow 20 15 20'-1V 19'$" 18'-2" 24'41" 21-5" 21'-T' 264" 26-T' 24'-7" 30-8" 29-5" 2T-2" 125%1 20 20 19'-11" 18'$" I 1 T-r 23'-9" 22'-3" 20'-5" 2640" 264' 23'-3" 28'$" 27'-r 25' 9" 25 1 10 21'-0" 19'40" 18'$" 24'-11" 23'-r 27-0" 2T$" 26-10" 26-0" 29'-r 28'-11" 2T$" 25 15 29-W 18'-10" 1T-5" 23'$' 27-5" 20'-9" 25-9" 25-1- 23'-r 2T-r 26-10" 25-11" 19.2" 30 10 20--1- 19-0" 1T-9" 23'-9" 22'-r 21'-1" 25'-10" 29-5" 24'-0" 2T$" 2T-2' 26-T O.C. Snow 30 15 19'-3" 18'-2" 16-10" 274" 21'-r 20'-0" 24'4" 23'-9" 22'-10" 26W 25-5" 24'-r 115% 40 10 18'-3" 1T-6" 15-V 21'-3" 20'-10" 19-8" 23'-2" 27-10" 22'-4" 24%9" 24'-5" 23'-11' 40 15 50 10 50 15 1 --- — 1T-10' 1T-0" 15'-10' 15-4' 16'-4"--16'-1" 16-0" 20'-r 19'-10" 19'-5" 19-2" 18'-T -+ 18'-3" 18'-10" 18'-7 1 T-10" 27-0" 21'-T' 21'-0" 21'-1" 29-10" 20'-T 20'-3---15-11" 19-5" 23'$" 23'-1" 22'1'i" 22'-r 27-4" 21'-11" 21'$" 21'-Y' 1 20'-10" Non- 20 10 20'-6" 19'-4" I 1T-11" 24'-4" 23'-0" 21'-4" 2T-9" 26'-r 24'-3" 29'-9" 28%11" 26'-10" Snow 20 15 19'" 18'-2" 16'-10" 2T-O" 21'$" 20'-(r 25-8- 24'$" 27-9" 2T-5" 26'-7" 25' 2" 125% 20 20 18'-6" 17'-3" 15'-11" 22'-0" 20'-7" 18'-11" 23'-11" 23'-1" 2r-r 25'-r 24%9" 23'-T' 25 10 19'-5" 18'4" 1T-1" 22'$" 21'-10" 20W 24'$" 24'-r 23'-2- 26'-5' 26-10" 25'-r 25 15 18'$' 1T-5" 16'-7' 21'-2" 20'-r 19'-3" 23'-0" 27-5" 21'$" 2W-8" 24'0 23'-2" 24" 30 10 18'-T 1T-r 16-5" 21'-2" 29-10" 19-61 23'-1" 22'$" 22'-2" 24'-9" 24'-3" 23'$" O.C. Snow 30 15 1T-r 16-9" 15'-r 19'-11" 19-6" 18'-r 21'-9" 21'-3" 20' 6" 23'-3" 22'$" 21'-11" 115% 40 10 16'-9" 1 16'-2' 16-3" 15'-11" l 15'-r _ - W-8" _ 15'-3" _ 14'-11" 14%3" 14'-r 14'4" 13'-11" 194r 18'$" 18'-r 2U'$' 20'4" 20'-0" 27-1" 21'-9" 21'4" 40 1 15 50 10 50 11 18'-0" 1 T$" 1 T-2"_ 1T 4"- 1T-1" 16'-10" 15-7" 16'4" - 15--11- 19'$'_ 19'-3"_ 18'-9' _ 18'-1_0" i ir-r 1_8'-4' 1 T-11" 1 T-4" ^ 16 -6- 21'_-0' - 20'-r 19'-10" 19'-5" 18'-3" 1 T-8 19 $"- 18%9" 1 15-10" 01:. - ravem Sveci ie, Guide • OT04/2015 Roo_f_Span_ Tables _____ Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 6500s 1.8 Series 29/16" Flange Width 9'/:" BCI° 6500s 1.8 11 %" BCI.6500s 1.8_ 14" BCI.6500s 1.8 16" BCI.6500s 1.8 Live Load Ipsfl Dead Load Ipsfj 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 1 4/12 8/12 or , to to Less 8/12 12/12 4/12 or Less 4112 to 8/12 8/12 to 12/12 4/12 4/12 8/12 or to to Less 8/12 12112 Non- 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34'-l" 31'-8" 40'-0" 37'-8" 35'-0" Snowl 20 1 15 25'-5" 23'40" 22'-0" 30'-2" 28'-4" 26'-1" 34'-3" 32'-2" 29'-8" 37'40" 35'-7" 32'-10" 125% 20 T 20 24'-3" 22'-8" 20'40" 28'-9" 26'-11" 24'.9" 32'-8" 30'-7" 28'-2" 36'-l" 1 33'-10" 31'-l" 25 10 25'-5" 24'4" 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" 32'-6" 30'-3" 37'41" 35'-10" 33'-5" 25 15 24'-3" 22'40" 21'-2" 28'-10" 27'-2" 25'-l" 32'-9" 30'-10" 28'-7" 36'-2" 34--1" 31'-7" 12" O.C. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-1" 29'-0" 36'-3" 34'-4" 32'-1" Snow 30 15 23'-4" 22'-0" 20'-5" 27'-8" 26'-2" 24'-3" 31'-6" 29'-9" 27'-7" 34'-8" 32'40" 30'-6" 115% 40 10 22'-2" 21'-3" 20'-0" 26'-4" 25'-3" 23'40" 29'41" 28'-8" 27'-l" 33'-0" 31'-8" 29'41" 40 15 21'-9" 20'-7" 19'-3" 25'-11" 24'-6" 22'40" 29'-5" 27'-10" 25'41" 31'-5" 30'-9" 28'-8" 50 10 20'-6" 19'-8" 18'-8" 24'-4" 23'-4" 22'-2" 27'-8" I 26'-7" 25'-2" 30'-2" 29'-4" 27'-10" 50 J 15 20'-6" 19'-6" 18'-3" 24'-4" 23'-2" 21'-8" 27'-0"t 26'-4" 24'-8" 28'-11" 28'-5" 27'-3" Non- 20 10 24'-4" 22'-11" 21'-3" 28'40" 27'-2" 25'-3" 32'-10" 1 30'41" 28'-8" 36'-3" 34'-2" 31'-9" ' Snow 20 15 23'-0" 21'-7" 19'-11" 27'4" 25'-8" 23'-8" 31--1" 29'-2" 26'41" 34'-4" 32'-3" 29'-9" 125% 20 20 21'-11" 20'-6" 18'-11" 26'-1" 24'-5" 22'.5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 23'-1" 21'-10" 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 22'-0" 20'-8" 19'-2" 26'-l" 24'-7" 22'-9" 29'-8" 27'41" 25'41" 31'40" 30'41" 28'-7" 10 O.C. 30 10 22'-0" 20'-10" 19'-6" 26'-2" 24'-9" 23'-1" 29'-9" 28'-2" 26'-4" 31'-11" 31'-2" 29'-1" Snow 30 15 21'-l" 19'-11" 18'-6" 25'-1" 23%8" 22'-0" 28'-1" 26'-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 10 20'-0" 19'-3" 18'-2" 23'-10" 22'-10" 21'-7" 26'-9" 26'-0" 24'-6" 28'-7" 28'-2" 27'-1" 40 15 19'-9" 18'-8" 17'-5" 23'-4" 22'-2" 20'-8" 25'-5" 24'41" 23'-6" 27'-2" 26'-8" 25'-11" 50 10 18'-6" 17'-9" 16'-11" 22'-1" 1 21'-2" 20--1" 24'-5" 24'-1" 22'40" 26'-l" 25'-9" 25'-3" 50 15 18'-6" 17'-8" 16'-6" 21'-5" 21'-0" 19%8" 23'-5" 23'-0" 22'-4" 25'-0" 1 24'-7" 24'-0" Non- 20 10 22'-10" 21'-6" 20'4" 27'-1" 25'-7" 23'-9" 30'-10" 29'-1" 27'-0" 34'-0" 32'-1" 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-1" 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30'-3" 27'41" 125% 20 20 20'-7" 19'-3" 17'-9" 24•-6" 22 -11" 21'-1" 27•-10" 26'-1" 24'-0" 30'-2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19'-1" 25'-9" 1 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" O.C. O.C. 30 10 20'-8" 19'-7" 18'-3" 24'-7" 23'-3" 21'-9" 27'-3" 26'-6" 24'-8" 29--1" 28'-7" 27'-4" Snow 30 15 19'-10" 18'-9" 17'-5" 23'-6" 22'-3" 20'-8" 25'-7" 25'-0" 23'-6" 27'-5" 264, 25'-11" 115% 40 10 18'-10" 18'-1" 17'-l" 22'-4" 21'-5" 20'-3" 24'4" 24'-0" 23'-0" 26'-1" 25'-8" 25'-2" 40 15 18'-6" 17'-6" 16'-4" 21'-3" 20'40" 19'-5" 23'-2" 22'-9" 22'-l" 24'-9" 24'-4" 23'-8" 50 10 17'-5" 16'-8" 15'-10" 20'-5" 19'-10" 18'-10" 22'-3" 22'-0" 21%5". 23'-9" 23'-6" 23'-1" 50 15 17'-3" 16'-7" 15'-6" 19'-7" 19'-3" 18'-5" 21'-4" 21'-0" 20'-6" 22'-10" 22'-2" 21'-2" Non- 20 10 21'-1" 19'-11" 18'-6" 25'-l" 23'-8" 22'-0" 28'-6" 1 26'-11" 25'-0" 31'4" 29'-9" 27'-7" Snowl 20 1 15 20'-0" 18'-9" 17'-4" 23'-9" 22'-4" 20'-7" 27'-0" 25'-5" 23'-5" 28'-11" 28'-0" 25'41" 125% 20 20 19'-1" 17'-10" 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 24'-2" 22'-2" 26'-11" 26'.0" 24'-6" 25 10 20'-0" 18'41" 17'-8" 23'40" 22'-6" 21'-0" 26'-0" 25'-6" 23'40" 27'-10" 27'-3" 26'-4" 25 15 19'-1" 18'4" 16'-8" 22'-3" 21'-5" 19'40" 24'-3" 23'-7" 22'-6" 25'41" 25'-3" 24'-4" O.C. c. 30 10 19'-2" 18'-2" 16'-11" 22'-4" 21'-7" 20'-1" 24'-4" 23'-11" 22'-11" 26'-0" 25'-7" 24'-11" Snow 30 15 18'4" 17'-4" 16'-1" 21'-0" 20'-6" 19'-1" 22.-10" 22.-4" 21'-7" 24'-5" 23'41" 23.-1" 115% N5O 10 15 1016'-l" 17'-5" 16'-9" 15'-5" 16'-8" 16'-2" 15'-5" 15'-2" 15'-9" 15'-l" 14'-8" 14'-4" 20'-0" 19'-0" 18'-3" 17'-3" 19'-8" 18'-7" 18'-0" 16'-8" 18'-9" 18'-0" 17'-5" 15'-11" 21'-9" 20'-8" 19'-6" 17'41" 21'-5" 20'.4" 19'-0" 17'-4" 21'-0" 19'-3" 18'- 15 16'-6" 23'-3" 21'-7" 1 18'-3" 22'-11" 20'-9" 17'-8" 22'-3" 19'-8" i 16--in-- Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to 1_/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 r/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. SO'se Cascade EVJP • Eastern Spacuier Guide • 0810412015 Roof Span Tables _ Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration 0 BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/,6" Flange Width 3'/" Flange Width 11%." BCI.60s 2.0 14" B_CI• 60s 2.0 16" BCI.60s 2.0 11%." BCI.90s 2.0 14" BCI.90s 2.0 16" SCI.90s 2.0 4/12 4/12 8/12 4/12 4/12 18112 4/12 4/12 8/12 4/12 4/12 8/12LiveDead41124/12 ' 8/12 4/12 4/12 8/12 Load Load or to to or to 1 to or to to or to to or to to or to to Ipsfl Ipsfj 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 Non- 20 10 34'-1" 32'-2" 29'-10' 38'-9" 36'-7" 33' 11" 42'41" 40'-6" 37'-7" 39'.0" 36'-10" 34 2" 44 3" 41'.9" 38'-9" 49'-0" 46'-3" 42' 11" Snow 20 15 32'-4" X-C 28'-0" 36'•9" 34'-6" 31'-10" 40'•8" 38'•3" OT-2 7'-0" 34'-9" 32'-1" 41--11" 39'-4" 36'-4" 46'.5" 43'•7" 40'-3" 125% 20 20 30'-10' 28'-10' 26'-6" 35'-1" 32'-10' 30'-2" 38'-10' 36'•4"5'•3" 33'-0" 30'-4" 39'-11" 37'-5" 34'-5" 44'-3" 41'-5" 38'-1" 25 1 10 32'-5" 30%7" 28'-6" 36'-10' 34'-10' 32'-5" 40'-10' 38'-7"37'-1" 35'-0" 1 32'-7" 42'-0" 39%8" 36'-11" 46'-6" 44'-0" 40'-11" 25 15 30'-11" 29'-1" 26'-11" 35'-2" 33'-l" 30'-7" 38'-11' 36'-8"5'-4" 33'-3" 30'-10' 40'-1" 37'-9" 34'-11" 44'-4" 41'.9" 38'-8" 1Y 30 10 31'-0" 29'-4" 27'-4" 35'-3" 33'-4" 31'-l" 39'-0" 36'-11"5'-5" 33'-7" 31'-4" 40'-2" 38'-0" 36-6" 44%6" 42'-1" 39'-4" O.C. Snow 30 I 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35'-3"4'-0" 32'-1" 29'-9" 38'-6" X-4" 33'-9" 42'-8" 40'-3" 37'-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32'-1" 30'-9" 29'-10' 29'-0" 35'-6" 34'-1"2'-3" 30'-11", 29'-2" 31'-9" 130'-0" 28'-0" 36'-6" 35'.0" 33--1" 36'-0" 34'-0" 31'-9" 40'-6"' 38'-10", 36'-8" 39'40" 37'-9" 35'-2" 40 15 27'-9" 26'-3" 24'-6" 31'-7" 27'-10' 34'-11" 33'-l" 30'-10' 50 10 26'-1" 25'-0" 23'-9" 29'-8" 28'-6" 27'-0" 32'-11" 31'-6" 29'-11" 29'-10" 28'-8" 27'-2" 33'-10", 32'-5"-30'-10' 37'-6" 35'41" 34'-2" 50 15 26'-l" 24'-10' 23'-3" 29'-8" 28'-3" 26'-5" 32'-11" 31'-4" 29'-3" 29' 10" 28'-5" 26'-7" 33'-10" 32'-3" 30'-1" 37'-6" 35'-8" 33'-5" Non- 20N2O 30'-11" 29'-2" 27'-1" 35'-2" 33'-2" 30'-9" 38'-11" 36.4. 34'-1" 35'.4" 33'•4" 1 31'-0" 40'.1" 37'-10' 35'-l" 44'-5" 41'-1 V' 38'-11' Snow 2029'-3" 27'-6" 25'-5" 33'-4" 31'-3" 28'-10' 36'-11" 34'-8" 32'•0" 33'.6" 31'-6" 29'-1" 37'-11" 35'-8" 32'-11" 42'-0" 39'•6" 36'•6" 125% 20 27' 11" 26'-2" 24 1" 31'-9" 29 9" 27 4" 35•-2" 32' 11" 30'-4" 31'-11" 29'-11"1 27'-6" 36•_2" 33' 11" 31 2" 40'•1" 37•_7• 34'-7" 25 10 29'-4" 27'-9" 25'-10' 33'-5" 31.-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38'-1" 36'-0" 33'-6" 42'-2" 39._10. 37--1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'-2" 30'-9" 32'-0" 30'-2" 27'-11" 36'-3" 34'-2" 31'-8" 40'-2" 37'-10" 35'-1" 16 30 10 28'-1" 26'-7" 24'-10" 31'-11" 30'-3" 28'-2" 36 4" 33'-6" 31'-3" 32--1" 30%5" 28'-4" 36'-4" 34'-5" 32'-2" 40'-3" 38'-2" 35'-8" O.C. Snow 30 15 26'-11" 25%5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 27'-0" 34'-10" 32'-11" NJ" 38'-7" 36'-5" 33'-10' 115% 40 10 25'-6" 24'-6" 23'-l" 29'-0" 27'-10' 26'-4" 32'-2" 30'-10' 29'-2" 29'-2" 28'-0" 26'-5" 33'-l" 31'-9" 30'-0" 36'-8" 35'-2" 33'-3" 40 15 25'-1" 23'-9" 22'-2" 28'-7" 27--1" 25'-3" 31'-8" 30%0" 27'-11" 28'-9" 27'-2" 25._4" 32'-7" 30'-10'28_-9" 36'-1" 1 34_22. ! 31._10" 50 10 23' 7" 22'-8" 21'-6" 26'-10' 25'-9" 24'-6" 29'-9" 28'-7" 27'-1" 27'-0" 25'-11" 24'-7" 30'-7" 29' S':j27'-11" 33'-11"r 32'-7 301-11_ 50 15 23- -7" 6" 22'-6" 21'- 21'-0" 26'-10' 25'-7" 23'-11" 28'-7" 27'-8" 26'-5" 27'-0" 25'-9" 24'-l" 30'-7" 29'-2" i 27'-3" 33'-11" 32'-4" 30'-3" Non- 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" 36'•7" 34'•6" 32'•0" 33--3" 31'-4" 29--1" 37--8" 35'-6" 33'•0" 41'-8" 39'•4" 36'•7" Snow 20 15 27'-6" 25'-10' 23'-10' 31'-3" 29'-5" 27'-1" 34'-8" 32'-7" 30'-1" 31'-5" 29'-7" 27'-3" 35'-8" 33'-6" 30'-11" 39'-6" 37'•1" 34'-3" 125% 20 20 26'-3" 24'-7" 22'-7" 29'-10' 27'-11" 25'-8" 33'-0" 30'-11" 28'-6" 30'-0" 1 28'-1" 25'-10' 34' 0" 31'-10" 29'-3" 37'-8" 35'-3" 32'-5" 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10' 30'T' 31'-6" 29'-10"' 27'-9" 35'-9" 33'-10' 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24•_9" 22'-11' 29'-11" 28'-2" 26•-1" 33'-l" 31•_2• 28'-11" 30'-l" 28'-4" 26'-3" 34•_1.• 32•-1" 29'-9" 37'-9" 35'-7" 32•_11" 19'2" 30 10 26'-4" 25'-0" 23'-4" 30'-0" 28'-5" 26-6" 33'-2" 31'-5" 29'-4" 30.-1" 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 37'-10" 35'-10" 33'-6" O.C. Snow 30 15 25'-3" 23'-10' 22_2" 28'-9" 27'-1" 25'-2" 31'-10" 30'-0" 27'-11" 28'-10" 27'-3" 25'-4" 32'-9" 30'-11" 28'-8" 36'-3" 34'-3" 31'-10" 115% 40 10 4015 24'-0" 23'-7" 23'-0" 22'-4" 21'-9" 20'-10' 27'-3" 26'-10' 26'-2" 25'-5" 24'-8" 23'-8" 30'-2" 28'-1" 29'-0" 27'-0" 7-- 27'-4" 25'-7" 27'-5" 26'-3`24'40" 26'-11" 25'-6" 23'-10' 31'-0" 29'-10" 28'-2" 30'-7" 28'-11" 27'-0" 12 ?T 34'-5"! 33'-10"32'-1_I29.-11" 33'-0"1 -31'-2" 50 10 22'-2" 21'-3" 20'-3" 25'-3" 24'-2" 23'-0" 25'A 25'-3" 24'-5" 25'-4" 24'-4" 23'-1" 28'-8"' 27'-7"; 26'-2" 31'-10", 30W" 29'-1" Non- I 50 15 20 10 22'4" 26'-11" 21'4" 25'-5" 19'-9" 23'-7" 23'-9" 30'-7" 23'-0" 28'-10' 21'-11" 26'-10' 23'-9" 33'-11" 23'-0" 32'-0" 21'-11" 29'-8" 25'-4" 24'-2" 22'-7" 30'-9" 29'-0" 27'-0" 4- 28'-8" 27'-5"+ 25'-7" 34'-10' 37-11" 30'-7" 29'.8", 38'-7" 28'-8" 1 27'-5" 36'-5" 33'-10' Snow 20 15 25'-6" 23' 11" 22'-1" 28.-11" 27'-2" 25._2" 32--1" 30'-2" FIT29--1" 27._4. 25'-3" 33'-0" 31'•0" 28'-8" 36'•7" 34'-4" 31,-9" 125% 20 1 20 24'-3" 22'-9" 20'11" 27'-7" 25'40' 23'40' 30' 7" 28'-8" 26'-4" 27'-9" 26'-0" 23'-11" 31'-5" 29' 6" 27'-1" 34'-10' 32'.8" 30' 1" 25 10 25'-6" 24'-2" 22'-6" 29'-0" 27'-6" 25'-7" 32•_2" 30'-5" 28'-4" 29'-2" 27'-7" 25•_9" 33'-1" 31'-4" 29'-2" 36'-8" 34'-8" 32•_4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26'-1" 24'-2" 30'-8" 28'-11" 267 9-- 27'40" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34'41" 32'-11" 30'-6" 24" 30 10 24'-5" 23'-1" 21'-7" 27'-9" 26'-3" 24'-6" 30'-g" 29'-1" 27'-2" 27'41" 26'-5" 24'-8" 31'-7" 29'-11" 28'-0" 35'-0" 33'-2" 31'-0" O.C. Snow 30 15 23'-4" 22'-1" 20'-6" 26'-7" 25'-1" 23'-4" 27'-4" 26'-1" 24'-5" 26'-9" 25'-3" 23'-5" 30'-3" 28'-7" 26'-7" 33'-7" 31'-8" 29'-5" 115% 40 10 40 15 22'-2" 21'-10" 21'-3" 20'-8" 20'-1" 19'-3" 24'-9" 22'-5" 24'-1" 22'-10' 20'-5" 24'-9" 22'-5" 24'-1*' 21'-6" 23'-l" 20'-5" 25'-4"' 24'-4"' 23'-0" 24'-11" 23'-7" : 22'-0" 28'-8" 27'-7" 26'-1" 27'_9" 126% " 25'-0" 30'-11" 30'-0" 28'-10' 28'-0' 26'-11" 25'-6" 21'-6" 50 10 20' 6" 19'-8" 18'-9" 20'-8" 20'-2" 19'-6" 20'-8" 20'-2" 19'-6" 23'-5"t22'-6" 21'-5" 25'-7"t24'-11" 24'-1" 25'-9" 25'-2"' 24'-4" 50 15 19'-0" 18'-4" 17'-6' 19-'-0" 18'-4" 17'-6" 19'-0" 18'-4" 17'-6" 23'-4". 22'-4" 20'-11" 23'-6", 22'-9" t 21'-8" 23'•8";22'41" 21'-10' Some C,:;cide - casxv+ Speufie• Gjide - 09.04-:315 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z' per foot or less. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 13/" Flange Width 91/2" BCI® 4500s 1.8 11 W BCIe 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. Span Length Non- Snow Snow 115% : 125% U240 Snow 115% Non- Snow 125% I l U240 Non- Snow Snow I 115% 125% i U240 Snow 115% I Non - Snow 1125% U240 6 315 343 - 338 367 353 383 ' - 356 j 387 7 270 294 - 289 315 302 329 + - 305 332 8 236 257 - 253 275 264 I 287 - 267 j 290 9 210 228 - 225 245 235 255 - 237 258 j - 10 189 205 i - 202 220 211 230 - 214 232 11 172 187 - 184 200 j - 192 209 - 194 211 12 147 160 j - 169 183 176 191 - 178 j 193 13 125 136 ! - 156 169 162 177 - 164 j 179 j - 14 108 1 118 107 139 151 151 164 152 166 15 94 102 88 121 131 j - 141 153 i - 142 155 16 83 j 90 I 73 106 115 126 137 133 145 j - 17 73 80 I 61 94 102 111 121 125 136 18 65 67 51 84 91 99 108 113 123 19 58 I 58 j 44 75 82 j 73 89 97 102 111 20 49 49 ' 38 68 74 j 63 80 1 87 92 000 j - 21 43 43 33 61 67 1 54 73 79 83 90 j - 22 j 56 61 j 47 66 72 76 82 23 51 54 j 42 61 66 I - 69 75 24 j 47 48 37 56 60 54 64 69 j - 25 43 43 32 1 51 56 48 59 64 26 47 51 42 54 59 j - 27 j 44 48 38 50 54 28 41 1 44 j 34 47 51 1 46 29 j j I 43 47 41 30 i 40 44 1 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 U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least %4 inch over 12 inches to minimize ponding Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Bose Cascade EWP • Eastern Spaa4er Guide • 08/04/2015 Roof Load Ta Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 5000s 1.8 Series 2" Flange Width 9'/z" BCI® 5000s 1.8 11 %e' BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load i Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow Non -Snow 115% 125% U240 Snow 115% Non -Snow 125% U240 Snow f Non -Snow 115% i 125% U240 6 315 ; 343 ; - 338 j 367 353 1 383 I - 7 270 j 294 - 289 j 315 302 j 329 ` - 8 236 257 j - 253 275 264 287 - 9 210 228 - 225 245 235 ; 255 - 10 189 205 ! - 202 j 220 211 230 - 11 172 187 ; - 184 j 200 192 209 - 12 157 171 I - 169 183 176 I 191 - 13 145 158 - 156 169 162 j 177 - 14 125 136 r 120 144 157 151 164 i - 15 109 118 98 135 147 141 153 j - 16 95 104 81 122 j 133 132 143 ! - 17 85 89 68 108 118 124 j 135 - 18 75 76 j 58 96 105 114 124 - 19 65 1 65 ; 49 87 94 82 103 112 j - 20 56 56 42 78 j 85 j 71 93 f 101 j - 21 48 48 ; 37 71 j 77 61 84 91 ( - 22 42 42 i 32 64 70 54 76 ! 83 j - 23 59' 62 47 70 76 68 24 I 54 j 54 41 64 70 j 60 25 j 48 48 37 59 64 54 26 43 43 33 55 59 48 27 51 55 43 28 47 50 38 Boise Cascade EWO - Eavem Soeofiat Guide • 081002015 Roof _-Load Tables--- -- -- - - - - Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3%2' For steeper slopes, see pages 15-18. per foot or less. BCI® 6000s 1.8 Series 25/16" Flange Width 9'/2" BCI® 6000s 1.8 Me" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- SnowI125% L/240 Non- Snow Snow 115% 125% L/240 Snow 115% Non- Snow 125% i i L/240 6 360 392 375 408 390 ; 424 398 432 j - 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 I 318 298 I 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 I 213 204 222 213 231 217 236 12 180 I 196 187 204 195 212 199 216 l - 13 166 180 173 188 180 ; 196 183 i 199 14 145 1 158 135 161 1 175 167 182 170 185 15 126 137 111 150 163 156 169 159 i 173 16 111 121 92 140 153 146 159 149 i 162 17 98 i 101 78 126 137 ' 137 149 140 152 18 86 86 66 112 122 1 108 130 1 141 132 144 19 74 74 56 101 110 92 120 i 130 125 I 136 20 63 63 48 91 99 80 108 117 119 j 129 21 55 55 42 83 90 l 69 98 ' 107 112 122 22 48 I 48 36 75 79 60 89 97 88 102 111 23 42 42 32 69 70 I 53 82 89 1 78 93 1 101 24 61 61 47 75 I 81 68 86 93 1 - 25 54 54 42 69 75 I 61 79 86 i - 26 49 49 1 37 64 69 54 73 79 27 i 43 43 1 33 59 63 48 67 73 65 28 I i i 55 I 57 44 63 68 58 Total Load values are limited by shear, moment, or deflection equal to 1_/180. Deflection values (Deflect) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the SC CALC• software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Bo st C3sca:3e EO.P • Eesterr Specn'ier Gtnd • 7&*4.2015 Roof Load Tables - - - -- -- J Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 311E per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2" BCI® 6500s 1.8 11'/e' BCI®6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 11596 Non- Snow121- U240 Snow 115% Non- Snow 125°A U240 Snow 115% Non- Snow 125% U240 Snow 115% Non - Snow 125e U240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 53 101 110 87 117 127 119 129 21 0 60 46 91 99 76 108 118 113 123 2252r69 52 40 83 87 66 99 107 96 108 118234646357676589098841031122441413167675183907495103 25 60 60 45 76 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 1. 50 51 39 34 47 47 36 35 43 43 33 ucise czscaad • castes. suecmer UJIae - uyIU41ZV I a Roof Load Tables__ ____ __ __ Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z' per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0 Series 3'/2" Flange Width 11Ys' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11" ' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total Load IDelled. Total Load 1 Deflect. Total Load Deflect. Total Load bellecL Span Length Snow o Non- I Snow: o Non- Snow , Snow ' o l o` I Non- i Snow, Snow ' i Non- , Snow ; Snow ; o Snow Non- SnowIo Non - Snow, Snow 6 413 449 413 449 413 449 507 551 510 555 514 559 7 354 385 354 385 354 385 434 472 437 476 441 479 8 309 336 309 336 309 336 380 413 383 416 1 385 419 9 275 299 275 299 275 299 338 367 340 370 1 343 372 10 247 269 247 269 247 269 304 330 306 333 1 308 335 11 225 245 225 245 225 245 276 300 278 302 280 305 12 206 224 206 224 206 224 253 275 255 277 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 177 192 177 192 217 236 218 238 220 239 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 174 161 175 162 176 20 123 134 106 123 134 123 134 152 165 153 166 154 167 21 118 121 92 118 128 118 128 144 157 134 145 158 147 159 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 91 103 112 120 120 92 127 138 128 139 25 73 73 56 99 106 81 99 107 107 107 82 122 133 117 123 134 26 65 65 50 94 94 72 95 103 96 96 73 117 128 1 104 118 129 27 58 58 44 85 85 65 91 99 87 86 86 65 113 123 1 94 114 124 28 52 52 40 76 76 58 88 96 78 77 77 59 109 110 84 110 119 29 47 47 36 69 69 52 85 92 71 70 70 53 100 100 76 106 115 102 30 43 43 32 62 62 47 82 84 64 63 63 48 91 91 69 102 111 93 31 56 56 43 76 76 58 57 57 44 82 82 63 99 108 85 32 51 51 39 69 69 53 52 52 40 75 75 57 96 101 77 33 47 47 36 63 63 48 48 48 36 69 69 52 92 92 71 34 43 43 33 58 58 44 44 44 33 63 63 48 85 85 65 35 53 1 53 41 40 40 31 58 58 1 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. 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. Bo St: C3scaze EV%P - E:arem Specher r;uide • D8l00015 Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least '/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by ana zmgg a specific application with the BC ALC° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BC.I°-Design_.Properties __-_ ____. BCI* Joist Series Depth inches] Weight plq Moment ft-Ibs] El x 10e lb-in2] K x 10e Ibs] Shear Ibs] End Reaction jibs] Intermediate Reaction [Ibs] IW Bearing 3W Bearing 31T Bearing 5Y.." Bearing No WSW ^ WSm No WSt'1 mmNoWSl'I WSm No WSM WSm 9'/2 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500s 117s 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1.8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 2525 3350 9'/2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 2350 2525 2750 5000s 11'/• 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1.8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 2525 3350 9'/2 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6000s 11Ve 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 2900 3000 1.8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 9%2 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500s 117s 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 1 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 325060s11% 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 i 3200 3650 02.0 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 3650 3200 3750 11% 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 1 4000 4350 2U 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 ! 4100 4450 16 4.9 13050 1330 9 2550 1475 2150 1900 2350 3425 4000 ' 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) 5 w 1'r + N' 12 A 384 EI K Q = deflection [in] uniform load (lb/in] I = clear span (in) El = bending stiffness [lb -ins] K = shear deformation coefficient [lb] BCI° Closest Allowable--Nail-Spacing - - e ee+r +--enr-s r e r sn e e e e e r e e^ems imp+e Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face)j .1 Nail Size All BCI® Joists Nailing Perpendicular to Glue Line Wide Face Nailing Parallel to Glue Line Narrow Face O.C. Spacing inches End of Joist inches O.C. Spacing inches End of Joist inches 8d Box 0.113'e x 2.5' 2 1'/2 4 1'/2 8d Common 0.131'e x 2.5') 2 1 %2 4 3 10d & 12d Box (0.128'e x 3', 3.25') 2 1'/2 4 3 16d Box (0.135'o x 3.5') 2 1'/2 4 3 10d & 12d Common & 16d Sinker (0.148'e x 3', 3.25') 3 2 6 4 16d Common 0.162'e x 3.5 3 2 6 4 BOO Dinhraicim Table (') BCI* Series Dia hra m Capacity m0) Ib/ft Unblocked Blocked 4500s. 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered. @ panel edgesinbuildingcode 6000s. 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered @ panel edgesinbuildingcode 605.90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code I spacing no closer than 3" o.c. 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. NOTES: 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306.3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. ecise Cascada Nlp • Eas:egi Speak, Gitde • C9 L4,2315 Boise- Cascade Rimboard____ Boise Cascade Rimboard Product Profiles lit, 11/8" 1 $1 15/16" 1 W BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD® OSB BOARD®* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. Perpendicular See chart for vertical loaad'j load capacity. All1 Min. 8d nails at W 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. 40 Enterlor wan Sheathing Man. "/»• thickness W dim through bob (ASTM A307 Grades A88, SAE 429 Grades 1 or 2, or higher with washers and nuts) or W dis rag screws the peneuatlonk staggered Min mnn.M— fir Anne id d.a 1—dine Dock Joni Length Connection 12'.W & less 2 rows W Doh or tag screw. 24• ox. (300 pd mats 12'-1' —1V-W 2 rows W boit or lag screw. 16• o.c. (450 phi Max.) 1 Note: For saw bads Wader dial 40 psi. andkr dead bads grester than 10 psi. sits connection per man pe values shown above. Treated Ledger - use only fasteners rear are appromd for use wlm corresponding wood rrestmenL BOISE CASCADE` Rimboard Notes: -,JI Design of moisture control by others (only structural components shown above). For mtomlation on deck lateral bad connections to meet the 2009120121RC, contact Boise Cascade EWP Engineering. For use of proprietary screws to attach ledger, consult screw manufacturer literature. For fuller inkinnaWn on residential deck design. see AWC DCA 6. Prescriptive Residential Wood Deck Constnfdron Guide. Boise-Cascade-Rimboard -Properties- Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product I fib]Ib/ft IDfin Ib/in Ib/in Ibfin 1" BC RIM BOARD° m 1" BC RIM BOARDe OSS m 3300 3500 180 Limited span capabilities, see note 2p VW BC RIM BOARD° OSB m 4400 3500 1 180 Limited span capabilities, see note 2 1s/,C VERSA -LAM° 1.41800 0) 6000 4450 Permitted per building code for all nominal 2' thick framing floor diaphragms 1800 1,400,000 225 525 1%" VERSA -LAM° 2.0 3100 (1) 5700 4300 Permitted per building code for all nominal 2' thick framing floor diaphragms 3100 2,000.000 285 750 NotesProduct Closest Allowable Nail Spacing - 1. See ICC ESR 1040 for further 1" BC RIM BOARDO m 1%a" BC RIM tshe" VERSA -LAM 1'/." VERSA -LAMBNarrowFace [in) product information. 1" BC RIM BOARD° OSB M BOARD° OSB M 1.4 1800 (1) 2.0 3100 01 2. See Performance Rated 8d Box (0.113'e x 2.5') 3 3 3 3 Rim Boards, APA EWS W345K for further product information. 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 2for 3 3 16d Box (0.135'o x IF) 3 3 4 4 10d & 12d Common & further nailing information. 10Sinker (Q148'e x 3', 3,25') 6 6 16dCommon (0.162'o x 3.5') Bo se Coscaee F.1hP • E,;slerr Specr4er Gwne • 08,34129IS VERSA -LAM° Products___________ _ j An Introduction to VERSA -LAM® Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. VERSA -LAM° Beam_Ar-chitectur-al-Specifications- Scope: This work includes the complete furnishing and installation of all VERSA - LAM• beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM• beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM* beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM• beams shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM° beams are to be installed in accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. Codes: VERSA -LAM® beams shall be evaluated by a model code evaluation service. Allowable -Holes -in VERSA --LAM® Beams T, Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw `/ Depth anywhere within the shaded area of the beam. `/s Depth 3. The horizontal distance between adjacent holes must be I I `/3 Depth 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. `/, span `/3 span 5. The maximum round hole diameter permitted is: end Bearing Intermediate Bearing Beam Depth Max. Hole Diameter SW 3/." 7'/4" 1" 9%" and greater 2" 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 Specifications 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, Bcise Cascade _V.'p • -as•em lweafie• Gaide - 03104 IS VERSA -LAW Beam__ Details Bearing at concretelmasonry walls Provide moisture barrier and W air lateral restraint space at bearing, required between rt concrete and wood. Bearing for door or window header Strap per code if top plate is not continuous over header. 0 Trimmers Slope seat cat %. ( Bevel cut Sloped seat cut Not to exceed inside face of bearing. DO NOT bevel cut VERSA - LAM* beyond inside face of wall without approval from Blocking not Boise Cascade EWP Engineering. 1 • shown for clarity. 1 a BC CALCP software analysis. Beam to beam connector Verity hanger capacity with hanger manufacturer 0 Beam to concrete/masonry walls Wood top plate must be Rush with inside of wall Hanger Moisture barrier between concrete and wood Bearing at column VERSA -LAMB column Column connector per design professional of record Bearing framing into wall Strap per code If top plate Is not continuous /` E9 VERSA-LAM" Installation Notes Minimum of W air space between beam and wall pocket or adequate barrier must be VERSA -LAM• beams are intended for interior applications only and should be kept as dry provided between beam and concrete/masonry. as possible during construction. Adequate beanng shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing). your regions Specifier Guide. Multiple--Member-Con.necto.r-s Side-LoadedApplications Maximum Uniform Side Load [plf] Nailed m W Dia. Through Bott m W ofa. Throw h 6o1 14 Number 2 rows t6d 3 rows 16d 2 rows 2 rows 2 rows 2 rows 2 rows 2 rows f Sinkers Sinkers @ 24' o.c. 12" o.c. 6" o.c. 24" o.e. 12• o.c. 6' O.C. Members 12" o e. 12" o c I staggered I staggered staggered stancler, d sta erect sta ered 1%' VERSA -LAMP (Depths of 18" and less) 2 1 470 1 705 1 505 1 1010 1 2020 1 560 1120 2245 3ro 1 350 1 525 1 375 755 1515 420 840 1685 4m use bolt schedule 1 335 670 1345 370 745 1495 3`Y." VERSA•LAMP 2M use bolt schedule 1 855 1 1715 1 N/A 1125 2250 N/A 1%" VERSA -LAMP (Depths of 24") Number of Members Nailed m W Dia. Through Bohm W Dia. Through Boll" 3 rows 16d Sinkers a 12' o.c. 4 rows 16d Sinkers @ 12" o.c. 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o c. 4" staggered 3 rows @ 24' o c. 8' staggered 3 rows a 18' o.c. 6" staggered 3 rows 12' o c. 4" staggered 2 705 940 755 1010 1515 840 1120 1685 3 re 525 705 565 755 1135 630 840 1260 444 use bolt schedule 505 670 1010 560 745 1120 I. Design values appbIy to common boles that conform to ANSI/ASME standard 818.21.1981 IASTM A307 Grades A88, SAE J42 Grades 1 or 2. or hgher). A washer not less than a standard cut washer shag be between the wood and the bob head and between the wood and the nut. The distance from the edge of the beam to the bolemholes must be at least 2• for W bobs and 2W for W bops Bolt holes shall be the same diameter as the boll 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 0135' diameter x 3 5• length, t6d sinker nads = 0.148• diameter x 3.25' length 4 7• wide beams must be toPPbaded or loaded from both sides I esser side shall be no less than 25%of opposite side) Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing On Maximum Uniform Load From One Sid! 2) IW' plies Depths 11'/." d less 2 rows 16d boxisinker nails @ 12" o.c. 400 pff Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 600 pff Depth = 24" 4 rows 16d boxlsinker nails @ 12" o.c. 800 pff 3) IW— plies M Depths 11%" 8 less 2 rows 16d boxlsinker nails @ 12" o.c. 300 pit Depths 14" - 18" 3 rows 16d box/sinker nails @ 12" o.c. 450 pit Depth = 24" 4 rows 16d boxlsinker nails @ 12" o.c. 600 pit Depths 18" d less 2 rows W Dolts 0 24' o.t , staggered 335 M Depth = 24" 3 rows W bobs 04 24" o.c., staggered eve 8" 505 M 2) 3`h" plies Depths 18" E less 2 rows W bolls @ 24' o.c., staggered 855 pit Depth 2W - 24" 3 rows W bolls @ 24" o.c., staggered every 8" 1285 fill 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 vakies in these tables may be increased by 15%for srow-bad roots twwhherree thee building allows. code rook 5 CALCsosofwareto tablese1ebeamsC 6. An equivalent specific gravity of 0 5 may be used when designing WRSA-LACrficCODnMtgiOnSwith VE. 7. Connection values are based upon the 2012 NDS. 8. FasfenMastar Truss) ok, Simpson Soong -Tie SDW or SDS, and USP WS screws may also be used to connect multiple member VERSA. LAW beams contact Boise Cascade EWbEngineering for further infismurtkih. Designing Connections for Multiple VERSA -LAM® Members When using multiple ply VERSA -LAMP 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 property, 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 -LAMP floor beam. Given Beam shown below is supporting residential floor load 40 psi live load, 10 pst dead load) and is spanning 16'-0". Beam depth is limited to 14"._ Hangers not shown for clarity 1a' Find: A multiple IV." ply VERSA -LAM" that is adequate to support the design loads and the member's proper connection schedule 1. Calculate the tributary width that beam is supporting: 14'/2+18'12=16' 2 Use PLF tables on pages 28-30 of ESG or BC CALCP to size beam. A Triple VERSA -LAM= 2.0 3100 IW' 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 psi) = 450 pit 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, IM." VERSA -LAMP, 3 members. S. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers Q 12" o.c- 525 plf is greater than 450 plf OK Bolts: %" diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK go sa Cascaae E> W • Fssterr Spit i ter >utde • 0&04.2015 VERSA -LAM® Floor Load Tables VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load (plfl KEY TO TABLE Middle Figure Allowable Live Load (plfl Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports (inches) Span III I Y.' VERSA -LAM' 2.0 3100 Double ply 1 ..' VERSA -LAM* 2.0 3100 or 31S' VERSA -LAM 2.0 3100 Triple ply I W VERSA -LAM' 2.0 3100 or SY. VERSA -LAM 2.0 3100 Quadruple ply 1Y.' VERSA -LAM' 2.0 3100 or 7' VERSA -LAM 2.0 3100 7M.." 9 rS" I I W 14" 71/; 9 Y:" 11 W 14" 16" i 18' 24' 9'14" 111 Y: 1 14- 16- IS- 20" 1 24- 11 Y: 14" 1 16- 18--i 20" 1 24" 763 11063 1421 1 1795 1525 2126 2849 13590 14387 5232 52.26 3189 4273 5384 6560 7848 7845 7838 5697 j 7179 8773 10463 110459 110451 6 762 1525 1 - - I - ' - 1.8/1,4,2.416.113.318.2 4.1/10. 1.8/4.1;2.1/6.1 3.3/8.2 4.1/10.3 5112.E 6115 6115 2.416.1 3.3182 1.1/10.3 5112.6 ; 6115 6115 1 6115 3.3/8.2'4.1/10.3 5/12.6. 6115 6115 1 6115 479 746 1 979 1 1207 957 1492 1957 2414 2886 3402 3913 2237 12936 3622 4328 $103 $876 5870 3914 1 4829 5771 : 6803 7834 7826 8 322 724 643 1447 1 2171 i 1 1.513.7 2.315.7 317.5 13.719.3 1.513.712.315.7 317.5 3.719.3.4.4111.1 52113' 6115 2.315.7 317.5 3.719.34.4111.1 5.2113a 6115 1 6115 317.5 !3.719.3.4.4111.1:5.21131 6115 1 WI 243 551 745 909 487 ; 1102 1489 1817 1 2148 2502 3126 1653 2234 212E 1 3222 i 3753 j 4322 4688 2978 ' 3635 4296 { 5003 { 5763 6251 10 165 370 724 329 741 1447 1111 2171 i - 1 - { - 2894 - 1.513 2.115.312.917.1 3.518.7 1.513 12.115.3 2.917.1 3.518.7,,4.1110.14.8112; 6115 2.115.3 2.917.1 3.518.7A.I110.14.8112;5.5113.8. 6115 2.917.1,3.518.7,4.1110.14.8112 5.5113.9 6115 182 413 665 W8 364 $25 1 1330 1617 ' 1904 2209 2839 1238 1995 2425 2856 1 3313 3800 4259 2659 3233 3607 4417 5067 5679 11 124 278 544 247 557 1087 835 1631 2175 t - 1.5/3 1.714.1 2.817 3.4/8.5 1513 1.7/4.1 2.617 3.4/8.5:4/10.1 4.7/11.7 6115 1.7/4.! 1 2.817 3.418.5;4110.1 4.7111.75.4/13.4 Otis 2.617 ;3.1/8.5 4/10.1,4.7111.75.4113.4 6115 139 317 50 1 726 279 1 634 1 1170 1 115E 1 1709 19T7 ' 2601 950 1755 2184 i 2564 { 2965 { 3390 3901 2340 2912 3418 1 3953 4519 5201 12 95 214 419 1 686 191 i 429 837 1372 643 1256 2058 { 1675 2745 1 - 1.513 1.513.7 2.716.8 3.418.4 1.513 11.513.7 2.716.8 3.418.4,3.9/9.9,4.6/11.4 Otis 1.513 7 2.716.8 3.418.4;3.9/9.9.4.6/11.4 5.21131 6115 2.7/6.8;3.418.4 3.919.94.6111.4; 5.2113 6115 109 248 468 662 217 496 976 1324 i 1550 1 1789 1 2399 744 1464 1 1986 ' 232E 1 2693 { 3059 1 3598 1952 ' 2647 3101 3577 4078 4797 13 75 169 329 540 150 1 337 659 1079 - W6 1 988 1 1619 1317 2159 1.513 !1.513.112.416.1 3.318.7 1.513 11.513.1 2.416.1 3.315.3 3.9/9.74.511121 6115 1.5/3.1 2.4/8.1 3.3/8.33.919.7,4.5/1125.1/12.71 6/15 2.416.1'3.318.3 J.919.7,,4.5/1115.1112.71 6115 86 195 1 390 US 1 173 395 719 1171 1418 1633 222E 1 593 1169 175E 1 2128 2u9 { 2786 3338 1558 2342 2837 1 3265 { 3715 4451 14 60 135 264 432 120 270 527 864 11290 405 791 129E 1 1935 1055 1728 2580 1.513 1 1513 2.115.33.217.9 1.51311.513 2.115.33.217.913.819.E 4.4111 6115 1 1.513 2.115.33.217.913.819.E 4.4111151125 1 6115 2.115.33.217.93.819.E 4.4111 5112.516115 70 1 160 1 316 W9 139_L 320 631 J 1018 1307 11502 2076 479 47 1 1527 { 1960 1 2253 2558 3113 1 1262 1 2036 2614 3003 3410 4151 15 49 110 211 351 98 1 220 429 1 703 1049 1493 329 643 1054 1573 1 2240 858 ' 1405 2098 2987 1,513 1 1.513 11.811.8 2.917.4 1.513 1 1.513 1.814.E 2.917.4 3.8/9.54.3/10.9 6115 1.511 1.814.612.9/7.4 3.8/9.51.3/10.94.9112.3 6115 1.8/4.612.9/7.1 3.819.5,4.3/10.94.9112.3 6115 57 131 259 427 113 262 518 I 1154 1151 1390 1944 393 m 11281 1 1727 2085 2364 1 2917 1036 1708 2303 2780 3151 3889 16 10 90 177 289 1 80 161 353 1 579 864 1230 - 271 530 868 1296 1846 707 11581 1 1728 2461 1.5/3 1 1.513 1 1.614 2.616.61 1.513 1 1.513 1 1.611 2.616.E 3.618,9'4.3110.71 6115 1.513 1 1.614 12.616.E 3.618.9,4.J110.7,4.91122 6115 1.614 2.616.E 3.6/8.9,4.3/10.7d.91121 6115 108 215 355 93 1 217 4J0 I 710 1018 1274 1 1826 325 645 1065 ; 1527 1 1911 219E 2739 860 1420 2036 12547 h 2929 3652 17 75 I 147 241 67 1 151 1 295 h 483 I 720 102E - 226 442 724 i 1081 1539 2111 589 965 1441 2052 ' 2814 i 1.513 1.513.E 2.315.9 1.513 1 1.513 1.513.6!2.3I5.93.318.4,4.2110.5 6115 1.513 1.5/3.612.3/5.9 3.318.4,4,2/10.5 4.81121 6115 1.5/3.6;2.315.9 3.3/8.4'41/10.5 4.81121 6115 90 1 ISO 298 77 181 1 NO 596 894 1 1134 1701 271 40 1 $94 1 1341 1 1701 1 2051 2552 720 1 1191 1788 2268 2735 3402 18 1 64 124 203 56 127 248 407 807 864 191 372 610 910 129E 1778 496 813 1214 1728 2371 1.513 1.513.2 2.115.2 1.513 1.513 1.513.2 2.115.213.117.8 419.9 ,5.9114. 1.513 1.513.212.1151 3.117.8 419.9 ,4.0111.95.9114. 1.513212.1152 3.117.8 419.9 ,4.8/11.95.9/14. 1 76 1 152 252 1 65 152 304 1 504 ' 758 1016 1592 229 1 457 757 ; 1137 1 1524 1863 2388 609 1 1009 1516 1 20.72 2464 3184 19 54 105 173 48 108 211 1 346 516 735 - 162 316 f 519 1 774 1102 1512 422 1 691 1032 1 1470 2016 1 1.513 i 1.513 1.914.7 1.513 1 1.513 1 1,513 11.914.7i 2.817 3.7/9.4 5.8114.6 1.513 1 1.513 11.914.71 2.817 13.7I9.4,4.6/11.45.8/14. 1.513 11.914.71 2.817 i3.7/9.4,4.6111.45.8/14. 65 130 215 54 1 129 259 430 641 915 1 1496 194 389 646 1 971 1 1373 1 1678 2243 519 1 861 1 1295 1830 2237 1 2991 20 46 90 148 11 1 93 181 296 442 1 630 1 1493 139 271 145 1 664 1915 129E 2240 362 1 593 1 085 1260 1728 1 2987 1.513 1 1.513 1.714.2 1.513 1 1.5/3 1 1.513 11.714.2 2.5/6.3 3.618.95.8/14. 1.513 1 1,5/3 1.714.2 2.516.3 3.618.9..3110.8S.8114. 1.513 1.7142 2.516.3 3.6/8.9,4.J110.85.8/14. 96 160 95 192 320 482 692 1304 142 1 288 1 480 1 724 1 1038 11382 1956 384 640 965 1 1383 1 1842 2608 22 68 111 70 136 223 332 473 1122 104 204 334 1 499 710 974 1663 272 445 665 1 947 1 1299 2244 1,513 11.513.5 1 1,513 1 1.513 1.5/3.5 2.1/5.2 317.4 5.6113.9 1.513 1 1.513 1.5/3.5 2.1/51 317.1 13.919.915.6113. 1.513 1.513.s 2,1152 317.4 13.9/9.95.6113. 72 122 1 71 1 145 243 368 529 1 1092 106 217 365 552 793 1095 1638 290 486 736 1057 1460 2184 24 52 86 54 105 172 256 36s 861 80 157 257 384 47 750 1296 209 I 343 512 729 1000 1728 I 11.513 1.5/3 1.517 1.5/J 1.51J I1.8/I.1 2.SI6.35.1112. 1.5/3 1.5/3 1 1.5/3 1.8/1.1 2.5/6.J 3.l18.8s.1/12. 1.5/3 1.5/3 1.8/1.1 2.516.7 3.418.E5.1/12. 1 56 94 1 1 54 111 188 286 412 927 80 167 282 429 818 055 1390 1 223 376 572 824 1 1139 1853 26 41 67 1 42 82 135 201 287 680 63 124 202 302 430 590 1020 165 270 403 574 787 1359 1.513 1.513 1 1.513 1.513 1.513 1.513.7 2.115.3.4.7111. 1.5/J 1.5/3 1.513 1.513.7 2.115.J 2.917.J,4.7111. 1.5/3 1.SI4 1.513.712.1/5.3:2.917.314,7111. l 7! 1 87 148 226 326 792 61 130 222 338 489 I 678 1168 174 1 296 451 652 I 904 1584 28 1 54 66 108 1 161 230 544 51 1 99 162 242 344 1 472 616 132 216 322 459 630 1088 1.513 1 1 1.5/3 1 1.5/3 115/32 1.8/4.6•!.4/10. 1.513 1 1.513 1 1.513 1.5/32 1.811.E 2.516.3A 41110$ 1.513 1 L5/3 1 1.5/3.2 1.814.E 2.516.3!4.4110. 59 68 118 180 262 639 102 I 176 271 393 546 959 137 235 361 23 728 1279 30 4 54 88 131 187 442 80 132 197 280 384 6W 107 17O 262 373 512 885 1.513 1.5/3 1.513 1.513 1 1.614 13.819.51 1 1.513 1 1,513 ! 1.513 1.614 121/5.5 3.819.5 1.513 1 1.513 1 1.5/3 1 1.614 2.215.5 3.819.5 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 LI360. 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 8C CALC* software it the length of any span is less than hag 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 perpendicidar 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 tug width of the beam For 2-ply. 3-ply or 4-py 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 8C CALC* software. Boise C ..zade a e•h, S,ieaUa• Garde • C9rCa4015 VERSA -LAW Roof Load Tables VERSA -LAM® 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [pill KEY TO TABLE Middle Figure Allowable Live Load IpIq Bottom Figures - Minimum Required Bearing Length at End I Intermediate Supports [inches] Span fll IV.." VERSA -LAM* 2 0 3100 Double Ply 1Y.' VERSA -LAM' 2 0 3100 or 3W VERSA -LAM 2.0 3100 Tnple ply IY.' VERSA -LAM' 2.0 3100 or 5Y." VERSA -LAM 2.0 3100 Quadruple Ply !Y: VERSA -LAM' 2.0 3100 or 7" VERSA -LAM 2.0 3100 7`Y.- 9Y: 11Y: 14" 7Y.- 9% IN. 14" 16- 18" 1 24" 9W IIV. 14- 16" i 18" 1 20- 24" 11Y: 14" 16" 1 18- 1 20" 1 24- 878 1223 1639 12065 1755 2446 1 3278 1 4130 5047 ' 5232 5226 3669 ; 4917 6195 LLS70 1 7848 7945 783E 655E 8260 ' 10094 10031 104591 10451 6 215 2.817 13.8/9.44.7/11. 215 2.817 j3.8/9.4,4.7/11.85.8114.5 6115 6115 2.817 ;3.8/9.44.7I11.85.8114.5 6115 6115 6115 3.819.4A.7/11.85.8114.5 6115 i 6115 6115 598 850 1126 ! 1389 1197 1717 1 2252 1 2779 ' 3321 1 3915 1 3913 2575 3379 4168 1 4981 ' 5872 5876 5870 4505 1 5558 ' 66421 7829 ' 7834 7826 8 432 965 1.814.612.616.E 3.5/8.84.3/10. 1.8/4.8 2.8/6.6,3.518.64.3/1065.1/12.7, 6/15 1 6115 2.618.E 3.518.6,,4.3110.65.1112.7 6115 r 6115 6116 3.518.64.3/10.65.1/12.71 6115 , 61t5 6115 326 637 57 104E 1 651 1274 1711 12092 2472 12880 312E 1 1912 1 2571 3138 3709 1 4320 4695 1 4688 3429 41S4 4945 1 5759 6259 6251 10 247 556 494 fill 1667 1 - I - 1.5/3.! 2.416.1 3.318.21 4110 1.513.1 2.416.1 3.318.2 4110 :1.7/11.95.5113.8 6115 2.416.103.3/82 4110 4.7111.95.5113.8. 6115 6115 3.3182; 4110 4.7111.9.5.5113.8 6115 6115 244 1 526 1 765 j 931 187 1052 1531 1861 ' 2192 ' 2543 2839 1577 1 229E 2792 1 3288 3814 1 4265 14259 3062 1 3723 1 4383 5085 1 5687 1 5679 11 186 1 418 371 835 1253 1.513 2.215.E 3218.1 3.919.8 1.5I3 2215.6,32/8.l 3.919.84.6111.65.4/13.4 6115 2.2/5.8 3.2/8.1 3.919.8,4.6111.65.4/13.4 6/15 1 6115 3218.1 i 3.919.8 4.6111.65.41113.41 6115 1 6115 187 424 674 j 838 374 048 1347 1676 1 1968 2276 2601 1272 2021 2514 2952 3411 1 3903 3901 2694 ' 3353 1 393E 4552 1 5203 1 5201 12 143 322 628 j - 286 1 643 1256 965 ISM 2512 1.513 214.913.117.8j3.9/9.7 1.5/] 214.9 3.1/7.8 3.9/9.714.5/11.352/13. 6115 211.9 ].117.8 9I9.7;1.5/1l.35.2113.11 6/15 6115 3.117.8:3.9/9.7;1.5/11.352113.1 6115 6I15 146 332 73 762 292 665 1 1146 1524 1 1785 j 2060 2399 997 1 1719 12287 1 2678 3089 3522 3598 1 2292 13049 3571 4119 4696 4797 13 112 253 494 225 1 SOB 1 988 1 759 1 482 11 1976 1.5/3 1.714.2 2.9172 3.819.5 1.513 1.7142 2.9/7.2 8/9.54.5111.25.1112.9 6115 1.7/42 2.9172 3.8/9.51.5/1125.1/12.95.9114.71 6115 2.9172,3.819.64.511125.1112.95.9114.7. 6115 116 265 493 6741 233 1 530 987 1349 j 1634 1 1880 1 2226 796 1 1480 2023 2450 j 2821 13208 j 3338 1973 2697 3267 3761 4278 1 4451 14 90 203 396 648 180 405 791 1296 j - 608 1 1187 19" - 1582 1 2593 - 1.5/3 1.513.E 2.716.7 3.6/9.1 1.513 1.513.E 2.7/6.7 3.619.1j4.1/11 S.1/12.71 6115 1.513.E 2.716.7 3.619.1 4.4111 5.1112.75.8/14.4 6115 2.7/6.713.619.1 4.4111 5.1/12.75.8114.4' 6115 94 215 423 1 586 188 1 429 1 846 1173 , 1505 1 1730 2076 644 j 1268 759 1 22SB 2595 2946 3113 1691 ' 2346 ' 3011 3459 1 3928 1 4151 15 73 165 322 27 146 329 6431054 1 - 494 965 1581 1 1286 2108 1 - 1.5/3 1.513.1 2.516.1 3.418.5 1.513 1.513.112.5/6.1 3.1/8.54.3110.9 5112.5 6115 1.5/3.112.5/6.1 3.1/8.54.31109 $112.5 5.7114.2 6115 2.516.111.418.51.3/10.9 5/12.5 5.7/142 6115 77 1 176 347 515 153 352 69S 1029 1327 1 1601 1944 528 1 1042 1 1544 1 1990 2102 2123 2917 1389 1 2058 2653 1 3202 3630 3889 16 60 136 265 434 121 271 S30 868 129E 407 795 1303 19" 1060 1737 2593 - - 1511 1.5/312.215.4 3.217.9 1.513 1.513 j22I5.1 3.2/7.94.1/1024.9112.3 6115 1.513 22/5.1 3217.94.1/1024.9/12.35.6111 6115 2215.4,32/7.94.1/10.24.9/12.35.6114 6115 63 1 146 289 455 127 292 577 210 1 1173 ' 1468 1829 438 j $66 1365 1760 2201 2531 2743 1154 1 1820 2346 2935 3374 3657 17 50 113 221 362 101 226 442 721 1031 - 339 663 1086 1621 884 1448 2161 1.5/3 1.513 1.911.8 317.5 1.513 1.513 11.914.81 317.5 13.919.E 4.8/12 6/15 1.513 11.914.81 317.5 3.9/9.611.8112 5.5/13.8 6115 1.9/4.8, 3/7.5 3.919.E 4.8/1215.5/13.8 8/15 53 122 242 399 1 106 1 244 484 799 1045 ' 1307 1726 367 726 1198 1567 1961 2364 2588 968 1598 2089 1 2614 3151 1 3451 18 42 95 186 3051 85 191 372 610 910 1296 286 558 915 1366 1944 744 1220 1821 1 2593 - 1.5/3 1 1.513 11.714.3 2.817 1.5/3 1 1.513 11.714.31 2.817 13.619.14.5/11.4 6115 1.513 11.714.31 2.817 13.619.14.5/11A5.5113.11 6115 1.7/4.3 2.817 3.619.1.4.5111.45.5113.7 6/15 103 205 339 89 206 410 677 936 1171 1634 310 1 615 1 1016 1404 1 1757 2147 1 2450 1 820 1354 1 1872 2342 i 2862 3267 19 81 158 259 72 1 162 316 519 774 1102 243 475 778 1161 1653 633 1037 1548 2204 1.513 11.513.8,2.5/6.3 1.513 1.513 11.513.8 2.516.313.418.64.31108 1156 1.513 ll.513.8 2.5/6.3 3.418.BY.3110.85.3/13.1, 6115 1.5/3.8 2.5/6.3 3.4/8.64.3/10.85.3113.11 6115 88 175 I 289 75 176 350 579 $43 1055 1551 263 525 868 1265 1583 1934 2326 699 1 1157 1 1686 2110 12579 3101 20 69 1 136 222 62 139 271 445 664 945 208 407 667 996 141E 513 1 889 1327 1890 1.513 1.513.4j2.315.6 1.513 1 1.5/3 1.5/3.1 2.315.E 3.3/8.2,,4.1/10 6115 1.513 1.5/3.1 2.315.E 3.3/8.24.1110.2 51112.51 6115 1.513.412.315.E 3.3/824.11102 5112.5 1 6115 65 130 216 54 1 130 260 431 ' 649 869 1407 194 390 647 973 1 1303 1593 2111 520 62 ' 1297 1738 2124 2815 22 52 102 167 46 104 204 334 i 499 I 710 157 1 306 501 748 ; 1065 1461 408 668 997 1420 1948 1.5/3 1.513 tl.9/4.7 l.5/3 1.5/3 1.513 1.9/4.71 2.817 .3.719.31 6115 1.513 1.513 1.914.7 2.817 3.719.3,4.5/11.3, 6115 1.513 1.914.7; 2.8/7 3.719.3,4.5/11.3 6/15 99 j 164 98 197 329 I 496 711 1259 146 296 493 744 1066 1334 1 1889 395 1 658 992 1422 1779 2518 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 1 - 314 515 ' 768 1094 1500 1.513 1.6/3.9 1 1.513 1 1.513 1.613.9 2.3/5.9 3.318.35.9/14. 1.513 j 1.513 1.613.9 2.315.9 3.318.3.4 2110.45.9114.1 1.513 1.6/3.9h2.315.9 3.3/8.34.2/10.45.9/14. 76 1 128 75 I 153 256 1 387 555 1069 112 229 383 80 833 1132 1529 04 305 511 773 1110 1 1510 j 2139 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 885 247 405 604 1 860 1180 2039 11.513 11.513.3 1 1.513 1.513 1.513.3, 215 12.817.1'5.4113.1 1.51311.513 11.513.31 215 2.817.1 3.819.65.4113. 1.5/3 1.5/3.3, 215 2.817.1 3.819.654113. 60 101 1 58 120 202 306 1441 919 1 87 j 180 1 303 459 j 661 911 137E 240 404 1 612 1 882 1219 1 1837 28 19 81 1 51 99 162 242 344 816 76 t 148 1 243 363 517 709 1 1224 198 1 324 1 484 1 689 945 1 1633 1.5/3 1.5/3 1 1.513 , 1.513 1 1.513 1.714.1 2.416.1 5112.6 1.513 1.513 1.513 1.714.3 2.416.1 3.418.415112.6 1.513 1.513 11.714.312.4116.113.4118A 5112.6 1 81 I 95 161 246 355 797 68 143 1 242 369 533 738 ' 119E 190 323 1 492 710 ' 984 i 1594 30 66 80 132 197 280 664 62 121 198 ' 295 ' 420 576 996 161 263 393 560 768 1327 1.513 1.5/3 1.5/3 ,1.5/3.7 2.1/5.34.7111. 1.513 1 1.5/3 1 1.513 1.5/3.712.115.3 2.917.3,4.7/11. 1.513 1 1.513 ,1.5/3.7 2.115.312.917.34.7111. Total Load values are limited by shear, moment or deflection equal to 1.1180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to 1.1240. 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 airy span is less than hall 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 fu0 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 anaWing a specific application with the BC CALL software. go se Cascaae F bVP • Easlern Spech ier rlkiw e • 08,04'2515 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 [pIq Bottom Figures Minimum Required Bearing Length at End / Intermediate Supports [inches) Span ill I%7 VERSA-LAM'2.0 3100 Double Ply 1Y.' VERSA-LAM•2.0 3100 or 3W VERSA -LAM 2.0 3100 Triple Ply IY..' VERSA -LAM' 2.0 3100 or SY." VERSA -LAM 2.0 3100 Quadruple Ply 1Y.' VERSA -LAM* 2.0 3100 or 7' VERSA -LAM 2.0 3100 7'/.' ; 9X" 11 K" 14" 7'/." ' 9 Y:" 11 V.- 14" 1 IF 18" 24" 9K" 1I V. 14' 16' 18" 20" 24" 11'/." ' 14" 16" 18" 20" 1 24' 954 1330 1782 12245 1908 ' 2660 13,%4 4491 5234 $232 5226 3990 346 ; 6136 1 7851 784E ' 7945 6_1.15 7838 7128 8981 10467 1 10463 10459 10151 6 t 22/5.5;3.1/7.64,1/1015.1/12. 2.215.5,3.1/7.64.1/10.25.1112.9 6115 6115 6115 3.117.8,1.1/10.25.1112.9 6115 6115 i 6115 1/10.25.1112.9 6115 6115 6/15 6115 640 1 933 1225 1511 1279 ; 1867 2419 1 3022 3611 3919 3913 2800 3674 J 4532 : 5417 5879 ; 5876 5870 4899 6043 17222 7838 , 7834 7826 8 492 965 - 1 I 214.9!2.917.1 3.8/9.44.6/11. 214.9 '2.917.1 3.819.44.6111.65.5113.8 6115 6115 2.917.1 3.819.44.6111.65.5113.9 6115 1 6115 6115 3.819.44.6111.65.5113.5 6115 6115 6115 326 1 693 932 1 1138 651 1386 1864 i 2275 2689 3132 3126 2079 2797 3413 4033 4698 ; 4695 4688 3729 1 4550 1 $378 1 6263 16259 6251 10 247 556 494 1111 1 - 1667 1.513.1 2.716.6,3.616.9,4.4110. 1.5/3.1 2.716.E 3.618.94.1/10.952/12.9 6115 1 6115 2.716.E 3.618.9,4 4110.952112.9 6115 1 6115 6/15 3.618.94.4110.95.2/12.9 6115 ! 6115 6115 244 552 833 1 1012 487 1 1104 1665 12024 2364 2765 1 2839 165E 1 2490 3037 3576 4146 ' 4265 4259 3330 1 4049 1 4767 1 5531 , 5667 5679 11 186 418 815 371 1 835 1 1631 J - 1253 1 2446 - 3262 1 - J - 1.513 12.315.8;3.51&8,4.3110. 1,513 2.315.8,3.5/8.8 4.3110.7 5/12.6,5.8114.6 6115 2.315.8 3.518.84.3110.1 5112.E 5.0114.6 6115 6115 3.518.8 1.3110.7, 5112.6.5.8114.6 6115 6115 187 424 733 1 912 374 948 1465 1823 1 2141 2475 2601 1272 2198 2735 3211 3713 ' 3907 1 3901 2931 1 3647 1 4281 1 4951 ' $209 5201 12 143 322 628 286 WS 1256 965 1684 I - 2512 1.51J 214.9 3.1/8.4,4.2110. 1.513 214.9 3.4/8.4,4.2110.54.9112.35.7114.3 6115 214.9 3A/8.44.2/10.54.9112.357/143 6115 6115 3.4/8.4,41110.54.9112.35.7114.3 6115 6115 146 332 1 623 629 292 665 1247 ' 169 1942 2240 i 2399 997 1810 2487 1 2913 3360 i 3604 3598 2494 331E 38M i 4180 4806 4797 13 112 253 494 10 225 SOB 988 1619 , - 759 1482 2429 1 - 1976 i 3238 1.513 1.714113.1/7.8,4.1110. 1.513'1.7/42 3.117.84.1110.41.8112.1,5.6111 6115 1.714.2 3.117.84.1110A1.8112.1,5.6/11; 6115 6115 3.117.8,4.1110.4,4.8112.1 5.6114' 6115 i 6115 118 J 265 521 734 233 530 1043 1467 17T7 204E 2226 796 1 1564 J 2201 1 266E 1 MO 1 3345 333E 2085 1 2934 3554 1 4091 4459 4451 14 90 1 203 396 6481 180 405 791 1296 608 1 1187 1 1944 J 1582 1 2593 1.513 fl.513.61 2.617 419.9 1.513 11.513.61 2.817 1 419.9 11.8112 5.5113.8 6115 1.513.E 2.817 1 419.9 14.8112 5.5113.6 6115 6115 2.817 J 419.9 14.111112 5.5113.E 6115 6115 94 1 215 1 423 1 638 188 429 846 1 1276 ' 1638 1882 1 2076 644 1268 1914 2456 2823 i 3120 3113 1691 1 2552 3275 ' 3763 t 4159 4151 15 73 185 322 1 527 146 329 843 1051 1573 - 191 965 1581 2360 1286 i 2108 3146 1.513 1.513.1 2.516.1 3.7192 1.513 1.513.1 2.516.1 3.7192;1.7/11.85.4113.6 5115 1.513.1 2516.1 3.7/9.24.7/11.85.4/13.6 6115 1 6115 2.516.1 3719.2,1.7111.85.4113.E 6115 6115 77 176 347 560 153 352 695 1120 1 1443 1742 1 1944 528 1042 1680 2165 2613 12923 2917 1389 2240 2887 1 3484 1 3897 3889 16 60 136 265 434 121 271 530 INS1296 407 795 1303 1944 1060 1737 2593 1.513 1 1.513 12215.1 3.518.6 1.513 1.513 2.2/5.413.515.64.1/11.15.4/13.4, 6115 1.513 2215.4 3.518.6,4.4111.15.4113.4 6115 1 6115 2.2/5.413.516.6,4.4/11.15.1/13.4 6115 1 6115 63 1 146 I 269 476 127 292 577 951 1277 1597 1829 438 866 1427 1 1915 2395 , 2749 2743 1154 1 1902 2553 1 3193 1 3665 3657 17 1 50 1 113 221 362 101 i 226 442 724 1081 1539 I - 1 339 663 1086 1621 2308 . - 884 1448 1 2161 ' 3078 1.513 1 1.513 11.9/4.8 3.1/7.8 1.513 1 1.513 1.914.8,3.1/7.8,4.2110.55.2113.1 6115 1.513 1.9/4.813.117.84.2110.551/13.1 6115 6115 1.914.8 3.117.8,42110,552113.1, 6115 1 6115 53 1 122 242 399 106 244 484 799 1 1137 1 1422 1 1726 367 1 126 1198 1 1705 2133 2572 2588 968 1598 2274 12845 ' 3429 3451 18 42 95 1 166 305 85 191 372 610 1 910 1 1296 286 1 556 915 1 1366 1944 744 1 1220 1821 1 2593 , 1.513 1 1.513 11.714.3 2.817 1.513 1.513 11.714.31 2.81714/9.94.9112.3,6115 1.513 1.714.3 2.817 419.94.9112.359114.9,6115 1.714.3 2.817 419.94.9112.35.viN9,6115 I 103 205 339 89 1 20 4410 677 1016 1275 1634 310 615 101E 1524 1912 2336 2450 820 1354 2032 2549 1 3115 3267 19 81 158 259 72 182 316 519 774 1102 - 243 475 778 1161 1653 2268 633 1037 151E 2204 3024 1.513 11.5/3.812.516.3 1.513 1 1.513 1,513.812.5/6.313.719.34.7111.7: 6115 1,513 1.513.612.5/6.3 3.719.34.7111.75.7114.Z 6115 1.513.8 2.5/6.3 3.7/9.3,1.7/11.75.7/14.3 6/15 88 175 289 75 176 350 579 869 1149 1551 263 525 868 1303 1723 1 2105 2326 699 1157 1737 2297 2607 3101 20 69 136 222 62 139 271 445 664 945 208 407 667 996 1418 1944 1 - 4311.513.412.315.613.418.4,,4.4111.15.4ii3.6 889 1 1327 1 1890 1 2591 1.513 11.513.1 2.315.6 1.513 1 1.513 1.513.4 2.315.E 3.418.44.4/11.1 6115 1.513 1.513.1 2.3/5.613.4/8.44.4111.15.1/13. 6115 6115 65 130 216 54 1 130 260 1 431 649 928 1407 194 390 647 973 1393 1735 2111 520 1 862 1297 1 1857 1 2313 2815 22 1 52 102 167 46 1 104 204 1 334 499 710 157 306 501 748 1065 1461 408 668 997 1420 1948 1.5/3 1,513 1.914.7 1.513 1 1.513 1.513 11.914.71 2.517 419.9 1 6115 1,513 1.513 1.9/1.7; 2.817 419.9 4.9/12.3 6115 1.513 1.914.7 2.017 1 419.9 4.9112.3, 6115 89 164 1 98 197 329 496 711 1288 146 2961 493 744 1066 1453 1932 395 658 992 1 1422 1 1937 2576 24 1 179 129 80 157 257 394 547 121 236 1 386 576 820 1125 1 - 314 515 768 1094 J 1500F11.513 11.613.9 1 1.513 1 1.513 11.613.9i2.315.9 3.318.3 6115 1.513 1 1.513 1.613,912.315.9 3.310.3,4.5111.3; 6115 1.513 1.613.9 2.315,9 3,316.3,4.5111.3. 6115 1 76 128 1 75 153 256 1 387 555 1164 112 229 383 580 1 833 1 1150 1747 305 I 511 773 1110 1533 1 2329 26 1 62 101 63 124 202 302 430 1020 95 195 304 1 453 1 645 895 1529 247 405 604 60 1160 2039 1.513 11.513.3 1.513 1 1513 1.513.3, 215 12.817.15.9114.1 1.513 1 1.513 11.513.31 215 2.817.1 3.919.75.9111 1 1.513 11.513.31 215 2.817.1 3.919.75.9114. 60 101 56 120 202 306 441 1001 87 180 1 303 459 1 661 914 1 1501 240 404 612 882 1 1219 2001 28 49 81 51 99 162 242 344 816 76 148 1 243 363 1 17 709 1224 198 324 494 689 1 945 1633 1.513 1.513 1.513 1 1.513 1 1.513 11.714.3 2.416.15.5113. 15/3 1.513 1 1.513 1.714.3 2.416.1 t3.418.4 5.5113.7 1.517 1 1.513 1.714.7 2.416.113.418.45.5113. 1 81 95 161 124E 355 1861 68 143 212 369 533 ' 136 1291 190 323 492 710 984 1721 30 66 80 132 • 197 280 664 62 1 121 198 295 420 576 996 161 263 393 560 760 1327 1.513 1 1.513 1 1.513 1.513.712.1 15.3 5.1112.6 1.513 1 1.513 1 1.513,1.513.72.115.312.917.35.1112. 1.513 1 1.513 1.513.72.115.32.917.35.1112. Total Load values are limited by shear, moment or deflection equal to U180. 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 1.1240. Check the local building code for other 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. deflection timils that may apply. Where a Live Load value is not shown, the Total Laced value will conboL For 2yy. 3-ply or 4-ply beams; double, Inple or quadruple Allowable Total Load and Afloweble Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC'software it the length 1% inch members deeper than 14 inches are to be used as rmdUple-member beams only. of any span is less than hat the length of an adjacent span. This table was designed to apply to a broad range of applications. It may be possible to exceed the Table values assume that lateral support is provided at each support and continuously along the top limitations of this table by analyzing a specific application with the BC CALC'software. edge and applicable compression edges of the beam dace Cascade "N.'r' • ac•e•hh Saeahz• uJ¢fe • 03 ''d 2315 VERSA -LAM® Allowable Nailing _and -_-Design Values_- __ _ Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM•PVERSA-RIM*. Use nails as specified by Simpson Strong -Tie. Nailing Parallel to 'M Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For IW 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 Allowable Allowable Moment Allowable Allowable Moment Width Depth Weight Shear Moment of Inertia Width De th Weigght Shear Moment of Inertia Grade in in Ib/ft lb ft-Ib iM Grade in in Ib/ft Ib ft-Ib in' L c N Q N itt+' I % 3'% 1.5 998 776 5.4 5% 8.0 5237 6830 63.3 5Y2 2.4 1568 1821 20.8 5% 8.4 5486 7457 72.8 7% 11.0 7232 12566 166.7 7'/. 3.2 2066 3069 47.6 9% 14.1 9227 19908 346.3 3Y2 1.8 1164 1058 6.3 9'% 14.5 9476 20937 375.1 5'% 2.8 1829 2486 24.3 7% 3.7 2411 4189 55.6 11% 17.1 11222 28814 622.9 5% 9% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 1% c0 9% 4.8 3159 6979 125.0 14 21.3 13965 1 43552 1200.5 11% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0011% 6.0 3948 10638 244.2 c c Q Q 0 Q w 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 1 36.5 23940 120549 1 6048.02412.2 7980 40183 2016.0 9'/. 16.6 12303 26544 461.7 5'% 5.6 3658 4971 48.5 7% 7.4 4821 8377 111.1 9% 171 12635 27916 500.1 9% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 9Y2 9.6 6318 13958 250.1 11% 21.4 15794 42550 976.8 3% 711% 11.4 7481 19210 415.3 14 1 25.2 18620 58069 1600.7 11 Y. 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 1 8 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Equivalent Modulus of Horizontal Tension Parallel to Compression Compression Perpendicular to Specific Gravity for Fastener Elasticity Sending Shear Grain Parallel to Grain Grain Design E(x 10e psi)") Fb (psi)(W) F. (psi)j2N4) Ft (psi)t2Nst F,„ (psi)(2) F.1(psi)t'Nej SGDesignPropertyGrade VERSA-LAM•Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM• Studs 1.72650 1.7 2650 285 1650 3000 1 750 0.5 VERSA -LAM- Columns 1.82750 1.8 2750 1 285 1825 3000 1 750 0.5 I. i his value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor. (4/L)t" 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)t9 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%. 6o,st Cascade EV.Y • L.:slerr Specliar Guide • 08&'04'2015 VERSA-LAMID.1..8.2750 Columns _. E = Allowable Axial Load (lb) c' 3%" x 3%" 3%" x 4%' 3%" x 5'/4' 3%" x 5%" 3%" x 7" 100% 115% 125% 100% 1 115% I 125% 100% 115% 125% 100% I 115% 125% 100% 115% I 125% 4 15.265 16,750 17,650 19.100 20,950 122,070 22,920 25,150 26.500 24,020 1 26,350 27,770 30,570 33,545 35,345 5 12,830 13.770 14,320 16,050 17.220 17,910 19,260 20,670 21,505 20,185 1 21,660 22,530 25,690 27,580 28,680 6 10,580 11.190 11.540 13.240 13,990 14,440 15.890 16,800 17,335 16,645 1 17.605 18,165 21,190 22,410 23.120 7 8,745 9.160 9.400 10,940 11.460 11,760 13.130 13.760 14,120 13,755 14.410 14,795 17,510 18,350 18,835 8 7,295 7.590 7,765 9,120 9.490 9,7 10 10,950 11.400 11,660 11.475 11,945 12,215 14,610 15,210 15,555 9 6,155 6,375 6,500 7,700 7,970 8.130 9,245 9.575 9,765 9,685 110,030 10.230 12,330 12,770 13,025 10 5,250 5,415 5,510 6.570 6.770 6,890 7,885 8,135 8,280 8,260 8,525 8.675 10,520 10.850 11,040 11 4,525 4,655 4,730 5,660 5.820 5.910 6,795 6.990 7,100 7,120 7.325 7.440 9,065 9,325 9,475 12 3,935 1 4,040 4,095 4,920 5,050 5,120 5,910 6,065 6.150 6,195 6,355 6,445 7,885 I 8,090 8.210 13 3,455 3.535 3,580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 5,565 5,635 6.920 7,080 7.175 14 3,050 1 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 I 6,250 6,325 3V x 71/4' 5'/: ' x 5'/: ' 5'/: ' x 5W, 5'/4" x 7" 51/4' x 7Y: ' 100% 115% 125% 100% 115% 125% 100% 115% 1 125% 100% ` 115% 1 125% 100% 115% 1 125% 4 31,670 134.750 36,625 5 26,615 28,560 29,705 6 21,950 23.215 23,950 34.355 37.695 39.715 36.010 39,495 41,610 7 18,140 19.005 19,505 30,700 33.170 34,625 32.165 34.750 36,280 8 15,135 15,755 16,110 27.095 28,910 29,975 28,390 30,295 31,405 36.160 38,590 40,000 37,450 39,960 41,420 9 12.770 13.225 13,490 23,815 25,180 25,980 24.950 26.385 27,220 31,770 33,600 34,670 32,910 1 34,800 35,910 10 10,895 11,240 11.440 20.950 22,005 22,620 21,950 23.060 23,700 27.950 29,360 30,190 28,960 1 30.420 1 31.260 11 9,390 9,660 9,810 18.500 19,340 19,820 19,385 20.260 20,770 24,690 25,810 26.450 25,570 1 26,720 1 27,400 12 8.170 I 8.380 8.500 16.420 17,085 17,475 17.200 17,910 18,305 21,910 22.800 23,320 22,690 23.620 24,150 13 7,165 7,335 7,430 14,640 15.185 15,500 15,340 15,910 16.240 19.540 20,270 20.680 20,230 20.990 21,430 14 6,335 6,470 6,550 13,120 13,570 13.830 13.750 14.220 14.490 17,510 18,110 18,460 18.140 18,760 19,110 15 11,820 12,195 12,405 12,385 12,775 13.000 15,770 16,270 16.560 16,330 16,850 17,150 16 10,690 11,005 11.185 11.200 11,530 11,720 14.270 14,690 14,930 14,780 15,210 15.460 17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13,320 13,520 13,420 13,790 14.010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12.130 12,300 12,250 12,560 12.740 19 8,110 8,310 8.420 8,500 8,705 8,825 10.820 11.090 11,240 11,210 11,480 11,640 20 7,455 7,625 7.720 7,810 7.990 8,090 9,950 10.170 10,300 10,300 10,540 10,670 21 6,870 7,020 7.105 7,195 7,3551 7,445 9,170 9,370 9,480 9,490 9,700 9,820 22 1 Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only Effective column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for mule -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial loads, see provisions of NOS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 106 psi Bending: Parallel to Gluelines (Beam): Fb = 2750•(12/d)19 psi Perp to Gluelines (Plank): Fb = 2500•(12/d)" 9 psi Compression Parallel to Grain: Fp cII = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): F 11 = 750 psi Per to Gluelines (Plank): F 1= 450 psiP ( ) P Tension Parallel to Grain: Fr = 1650 psi V-ERSA-STU D° 1 7--2650 - --- ---- Allowable Design Values Product Bending Fb (psi] Compression Parallel to Grain F. [psi] Modulus of Elasticity E (psi] Horizontal Shear F,, [psi] VERSA-STUD®1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir North # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1,300,000 1 150 Western Woods # 2 Grade 675 900 1,000,000 1 135 Notes: Design values are for loads applied to the narrow face of the studs. Repetitive member and size factors have not been applied. Dimension lumber values taken from from 2012 NDS Supplement: For further design information, please see VERSA -STUD 1.7 2650 Design Values for Wood Construction (per 2012 IBC/IRC), Eastern Tall Wall Guide. Boise Cascade -Yf,I - avevi SoecAe- .^,aide - O-ud,ZOIS Computer_Software - -- - ---- - - -- - - U dUYI- ro.I. RIIIe•f..rw• BC F E Ir 7 wr•'.aY a e. m ,•-iw• w ` 1 L •J ] r\ 0 A i 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. 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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. ITo Download BC CALC US, I https://www.bcconnect.com/bcdeployer/index.htm rr r /r.......• I.,iw • luro J, eM tJ1J111rr Ow. Jt1 eR1J,.1 w ti/ yF1 4%1.1, 1171`.tJl lY/ f.w.r t rf07i,'is—Iw rw Iw1 771-1 Jtl ••! V1Dl,tl 1 • letr,l O•p.w-1+.-1tl.wl w„ M bww UfrM t\ I*%11\ • liMteJuu. a ua afl. .,. . q. r // rw•.Jp•.ww•Y4r- twr .. wJ.•w.r•t•.,,trra am ftm no mwn JWrf,1.,w.W Y. wJN Dem . f flJplw M. 'A.)\ 0_0* ••N.+.w•rrr .w 1 WON.. 21M.r 11,ta t, 01% Ui.... r'•e*erw•rr a. wl.ylni r Cw4.• w•w.••rww».t 1, 4RLYlY.1hIJpIL'Ylip1J1. 1tl:R1p I\<:rIP1 SR/,Ify JAr JJI,a"1/r.•1•t,l. r11t, RN IItC/./ IbA-O ItA1LA'1)f•.•1rItM{I J'LI.fteRVM.11•wflar f.C\l'tY.lYt„r-, L' 4WL.r.1YLLN40 v.. lr Wlwwwul .mw •„•1t1Y 11J0. NW.u,I Rw,• rtesr,arrll•0 xcleaR•,ol.eJ. i a...r Framing -Connectors- - Framing_Connectors__- Simpson_ Strong =.Tie- W ITS lus V7 SURIL BCI• Hanger Capacity s ai i Heade is Joist a th BCI• Hanger Capacity ai i bs ead oist Joist Qe th BCI• Hanger Capacty s Nai in eade oist r'sth 4500s ITS1.8119.5 993 6-10d 9W 4500s IUS1.8119 5 950 8-10d 9,A" 4500s SURILI8119 1081 12-16d 2-10dx1K" 5000s 6000s ITS2.0619.5 ITS2.37/9.5 993 1225 6-10d 6-10d 5000s 6000s IUS2.0619.5 950 8-10d IUS2.3719.5 950 8-10d 5000s 6000s SURIL2.0619 SURIL2.3719 1097 1343 14-16d 2-10dx1'h" 14-16d 2-10dx1h 6500s ITS2.5619.5 1225 6-10d 6500s IUS2.5619.5 950 8-10d 6500s SUR/L2.5619 1343 14-16d 2-10dx1K" IIV 4500s ITS1.81111.88 1068 6-10d 11'/." 4500s IUS1.81/11.88 1185 10-10d 11,V;. 4500s SUR1L1.81/11 1306 16-16d 2-tOdx1'A" 5000s ITS2.06111.88 1068 6-10d 5000sIUS2.06111.88 1185 10-10d 5000s SUR/L2.06111 1350 16-16d 2-10dxl%- 6000s 6500sITS2.56I11.88 ITS2.37111.88 1237 1237 6-10d 6-10d 60005 IUS2.37111.88 1185 10-10d 6000s 6500s SUR1L2.37/11 SURIL2.56111 1385 1385 16-16d 2-10dx1K 16-16d 2-10dx1h6500s11US2.56/11.86 1185 10-10d 60s ITS2.37111.88 1237 6-10d 60s IIUS2.3711188 1185 10-10d 60s SUR1L2.37/11 1385 16-16d 2-10dx1K" 90s ITS3.56111.88 1518 6-10d 905 1US3.56111.88 1420 12-10d 90s SUR/L410 1906 14-16d 2-10dx1K" 14" 4500s ITS1.81114 1075 6-10d 14,. 4500s1 IUS1.81114 1420 12-10d 14" 4500s SURILI 81114 1675 20-16d 2-10dx1K" 5000s ITS2.06114 1061 6-10d 5000s IUS2.06/14 1420 12-10d SOOOs SURIL2.06111 169J 18-16d 2-tOdz1K" 6000s 6500s ITS2.37/14 ITS2.56114 1262 1262 6-10d I 6-10d 6000s 6500s IUS2.37/14 1420 12-10d IUS2 56114 1420 12-10d 6000s 6500s I SURIL2.37/14 SURI/1.2.56114 1693 1693 18-16d I 2-10clOW 18-16d 2-tOdx1K" 60s ITS2.37114 1262 6-1Od 605 IUS2.37114 1420 12-10d NiSUR1L2.37/14 1693 18-16d 2-10dx1K" 90s ITS3 56114 1520 6-10d 90s IUS3.56114 1420 12-10d 905 SUR/L414 2050 18-16d 2-10dxlW' 16" 4500s ITS181116 1081 6-10d 16'. 4500s IUS1.81116 1660 14-10d 16" 4500s SUR/U.81/14 1887 20-16d 2-10dx1K" 5000s ITS2.06/16 1087 6-10d 5000s IUS2.06116 1660 1440d 5000s SUR/L2.06/11 1920 18-16d 2-10dx1K" 6000s 6500s ITS2.37/16 ITS2.56116 1268 1 1268 6-10d 6-10d 6000s 6500S IUS2.37116 1660 14-10d 11US2.56116 1660 14-10d 6000s 6500s SUR/L2.37/14 SURML2.504 1920 1920 18-16d 2-10dx1K" 18-16d 2-10dxi%" 605 ITS2.37/16 1268 6-10d 60s IUS2.37116 1660 14-10d 60s SUR/L2.J7111 1920 18-16d 2-10dxl'S' ON ITss Salts tsar s_tod 90s I IUS3 56116 1425 14-10d F 905 SUR/L414 2250 1 18-16d 2-10dx11W Mill ItMITBUIHUMIULSSU Joist BCI• Hanger Capacity II Joist BCI• Hanger Capacity ai' Jolsl BCI• Hanger Capacity ing e b d s eade Header Joist 4500s MIT49.5 2305 1 8-16d 2-10dx1K" 4500s MIU3.56/9 2305 16-16d 2-10dx1K" 4500s LSSU125 995 9-10d 7-10dx1K" 9K. 5000s MIT44121995 2305 8-16d 2-10dx1 h„ 9,A. 5000s MIU4.12/9 2305 16-16d 2-10dxllh: 9K" SOOOs LSSU2.06 995 9-10d 7-10dx1K" 60005 MITJ59.5 2 2305 8-16d 2-10dx1h 6000s MIU4.75/9 2305 16-16d 2-lOdxth 6000s LSSU135 995 9-tOd 7-10dxl%" 6500s MIT39.5.2 2305 8-16d 2-10dx1K" 6500s MIUS.12/9 2305 16-16d 2-10dx1K" 6500s LSSUM310 1425 14-10d 7-10dx1'A" 4500s MIT411.88 2305 8-16d 2-10dx1K" 4500s MIU3.56/11 2880 20-16d 2-10dxi%" 4500s LSSU125 995 9-10d 7-10dx1K" 5000s MIT4.IVII.88 2305 8-16d 2-10dx1K" 5000S MIU4.12/11 2880 20-16d 2-10dx1K" 6000s MITJ511.88.2 2305 8-16d 2-10dx1K" 6000s MIU4.75/11 2880 20-16d 2-10dz1K. 50005 LSSU2.08 995 9-10d 7-tOdx1K" 11h" 6500s MIT311.88.2 2305 8-15d 2-10dx1'A 11Y' 6500s MIUS.12/11 2880 20-16d 2-10dx1K" 11Yi- 6000s .-M... 995 9-tOd 7-10dx1K" 14" .,.... ... 14" ;. avvvs ways.vv 774 a-rvu wuairt 6500s MITJII.2 2305 8-16d 2-10dx1h 6500s MIU5.12/14 3170 22-16d 2-10dxl' 6000s LSSU135 995 9-10d 7-10dxlW 60s MIT3514-2 2305 8-16d 2-10dx1K" 60s MIU4.75114 2700 22-16d 2-10dx1'h" 14 6500s LSSUH310 1600 1440d 7-lOdx1K" 90s 97.12114 3600 14-16d 2-10dx1K" 90s HU414.2 3870 26-16d 2-10dx1K" 60s LSSU135 995 9_1Od 7-10dx1K" 4500s MIT416 2305 8-16d 2-10dx1K" 4500s MIU3.56/16 3455 24-16d 2-10dx1K" SF LBV4.12/16 2460 10-16d 2-10dx1'A" 5000s MIU4.12/16 3455 24-16d 2-10dx1K' 905 LSSU4f0 1625 14-10d 12-10dxiK" 6000s MIT4.75/16 2305 8-16d 2-10dx1K" 6000s MIU4.75/16 3455 24-16d 2-10dx1K" 16" 6500s MITS.IY/16 2305 846d 2-10dx1K" 16" 65005 MIUS.12/16 3455 24-t6d 2-10dx1K" 60s MIT4.75116 2305 8-16d 2-tOdx1K" 60s MIU4.75/16 2725 24-16d 2-10dx1K" • For moreinlormation, 90s B7.12/16 3800 14-16d 2-tOdx1K" 905 HU414-2 3780 26-16d 2-10dx1K" call Simpson Strong -Tie Adjustable Height Joist Hanger Var -iable - Pitch Joist Connector e ° at1-800.999.5099 or visit their website at CONNECTORS www.strongtie.com d...... General Notes 4 • Sold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions; contact supplier or Simpson Strong -Tie for further information. THAI VPA Capacity values shown are either hanger capacity values Joist • apacrty ai m oist • apaeity astene ( see support requirements below) or BCI• Joist end reaction e t BCI Hanger bs Header Joist e t BCI Hanger s To PWte Railer capacities -whichever is less. 4500s THA11.81/22 1181 6-10d 2-10dx1K" 4500s LSSUI25 995 9-10d 7-10dxlK" All capacity slues are and bevardeled et 100%load duration. Use sloped seat hangers and belled web stiffeners when SOOOs THAI2.06/22 1181 6-10d 2-10dx1K" , 5000s LSSU2.06 995 9-10d 7-10dxl%" 8CI• Joist slope exceedsYVper toot. 9h" 6000s THA13522 1393 6-10d 2-10dx1K" 9h" 6000s LSSU135 995 9-10d 7-10dxlW Leave 'h: clearance(Y"maxdmum)betweentheendofthe 6500s THA1322 1393 6-10d 2-10dx1K" 6500s LSSUH310 1425 14-10d 7-10dx1'h" supported joist and the head of the hanger. 4500s THAI1.61/22 1443 6-10d 2-10dx1K" 4500s LSSUI25 995 9-10d 7-10dxl%" At max design capacity shown. hangers may exceed standard Y: de6ecbon by In . 5000s THAl2.00122 1443 6-10d 2-10dx1 K" 5000s LSSU2.06 995 9-10d 7-10dx1K" For proper installation o1 the VPA, the 2-10dx1K" joist nails 6000s THAIJ522 1443 6-10d 2-10dx1K" 6000s LSSUI35 995 9-10d 7-10dxi%" through the bend tabs must be installed at approximately a 11' h" 6500s THA1322 1443 6-10d 2-10dx1K" 11Y: 6500s LSSUH310 1475 14-10d 7.10dx1K" d5depreeangle' 60s THAI3522 1443 6.10d 2-10dx1K" 60s LSSU135 995 9-10d 7-10dx1K" Support Requirements 905 THA1422 1715 6-10d 2.10dx1K" 90s LSSU410 1625 14-10d 12-10dxiW Support material assumed to he Boise Cascade structural 4500s THA11.81/22 1600 6.10d 2-10dx1K" 4500s LSSUI25 995 9-10d 7-10dx1K" composite lumber orsawn lumber (Douglas fir orsouthem 5000s THAl2. 06/22 1600 6-10d 2.10dx1K" 5000s LSSU2.06 995 9-10d 7-10dx1K" pi -species). Minimum support width for single- and double joist top mount W 6000s THAI3522 1600 6-10d 2-10dxl%" 14" 6000s LSSU135 995 9-10d 7-10dx1'h" hangers is 3". 6500s THA1322 1600 6-10d 2-10dx1K" 6500s LSSUH310 1600 14.10d 7.10dx1'h" Minimum support width for face mount hangers with lOd and 60s THAIJ522 1600 6-10d 2-IOdx1K" 60s LSSUI35 995 9-10d 7-10dx1K" 16d nails is W and 2'. respectively 90s THA1422 1715 6-10d 2-10dx1K" 905 LSSU410 1625 14-10d I 12-10dx1K" Sow Cascade " t'.a • -a. wti S•xeatie• Guide • C9,0412915 Framing -Connectors - USP Structural Connectors Single Joist - Top Flange Single Joist - Face Mount Face Mount Skewed 45* Joist Hangj THO I TFL ` THE SKH Joist BCI• Hanger P1225 ail Joist BCI• Hanger Capacity Nai in Joist gCl• Hanger Capacity ail Depth ea Joista th bs HeaderJoistDe th s Head r 4500s THO179506 10d 2 10dxl'A" 4500s THF17925 910 8 10d 2 10dx1'b" 4500s SKH1720LIR 1153 14 10d 10 1 9,,," 5000s TFL20956 tOd 2 1Odxt'h" , " SOOOs THF20925 910 8 10d 2 10dxiW' , " 5000s SKH2020LIR 1153 14 10d 10 1 6000s TFL23956 tOd 2 tOdxt''A" 9b6000s THF23925 1275 12 10d 2 10dx1`b" 9b6000s SKH2320UR 1384 14 10d 10 1 6500sl TFL25956 10d 2 10dxl'A" 6500s THF26925 1275 12 10d 2 10dx1'iS" 6500s SKH2520UR 1384 14 10d 10 1 4500s THO171186 10d 2 10dx1A" 4500s THF17112 910 8 10d 2 10dxi%* 4500s SKH1720LIR 1434 16 10d 10 15000sTFL201Is610d210dxl''A" 5000s THF20112 910 8 10d 2 10dxIW 5000s SKH2020LIR 1434 16 10d 10 1 6000s TFL23118 1237 6 tOd 2 tOdxliS 11 6000s THf23118 1300 14 10d 2 10dx1/% 11,/ 6000s SKH2320UR 1434 16 tOd tOL 16" cenn. .•.Ie i .!....2 i 16" i Z1...._ i Tuene:en i .VR .•................a 16" THO Double T BPH THE Double HD LSSH Joist BCI• Hanger Capacity a' i Joist BCI• Hanger Capacity di Joist BCI• Hanger CapaatyNa lino eDthllbs] Header Joist Deoth d Headerl Joist 41500sl THO35950 2050 10 10d 2 10dx1%" 4500s THF35925 1370 12 10d 2 10dxlW 45010is0 Od 9%„ 5000s THO20950.2 2330 10 16d 6 10d 9W 5000s THF209254 1390 12 10d 6 10d 91A" 500 J 0 0 0 06000sTHO23950-2 2825 10 16d 6 10d 6000s THF2392S.2 1625 14 10d 6 10d 6500s S 25 1140 10 10d 7 10 x1'" 6500s THO25950-2 2825 10 160 6 tOd 6500s THF25925.2 1390 12 tOd 6 10d SOOs S 0 0 10d 10 x '" 4500s THO35118 2050 10 10d 2 10dx1'/i" 4500s THF35112 1825 16 10d 2 10dx1'e4' SOOOs S 20 1 40 10 10d 7 10 1 5000s THO20118.2 2330 10 16d 6 10d 5000s THF20112-2 1855 16 10d 6 10d , 6000s S 23 1140 10 tOd 7 tOdx1" 6000s THO23118.2 2925 10 160 6 10d , " 6000s THF23118-2 1855 16 10d 6 10d 11/' S00 0 0 0 0 6500s THO25118.2 2925 10 16d 6 10d 11/' 6500s THF25118-2 1855 16 10d 6 10d 0 Od '' " 605 THO23118.2 3212 10 t6d 6 10d 60s THF23118-2 1855 0 IQ 16 10d 6 tOd 90s 9 0 90s BPH71118 3455 10 16d 6 10d 90s HD7120 2255 16 16d 6 10d 500s 0 0 0 Od Ode 4500s THO35140 2315 12 10d 2 10dxlW 4500s THF35140 2320 16 tOd 2 tOdx1Y'" 6000s 23 1140 10 10 1 1' 5000s THO20f10-2 2330 10 16d 6 10d 5000s THF20140.2 2320 20 10d 6 10d 14" 6500s S 23 1675 10 1 10d 1' 60005 THO23140.2 3350 12 16d 6 10d " 6000s THF23140.2 2540 20 10d 6 10d 60s 23 40 1 6 1 0 11" 14 6500s THO25140.2 3350 12 16d 6 10d 14 6500s THF25140.2 2500 20 10d 6 10d 905 35 1920 1 16 12 " 60s THO23140.2 3535 12 16d 6 10d 60s THFY3140.2 2540 20 10d 6 10d 4500s 0 90s BPH7114 3455 10 16d 6 10d 90s MD7140 2820 20 16d B tOd OOs 20 0 0 d d '" 1140 10 IN4500sTHO3516023591210d2tOdxt'b" 4500s THF17157-2 2425 22 10d 2 10dxl''W' 16" 6000 5 0 Od Od '" 5000s THO20180.2 2330 10 16d 6 10d SOOOs — — — — 60 S 0 6d Od "' 16" 6000s THO21f80.2 3137 12 t6d 6 10d 16" 6000s THF23180.2 3050 24 10d 6 10d SOS 5 eothbsIISCI• I Hanger u,y rvmn Header oist av151 De th BCI• Hanger Lupaury Ib as,e Too Plate e I after 9,N. 5005 9,,.. 500s M 5112 6 4 d'" SOOOs 50005 S000s 6000s MP216 MP236 10d 10d 410dxl'A" 4 10d 1' " 6500s 6500s TM 256 10d 4 Od ' " 4500s 11'/." 45005 TMP1756 Oil 4 I0dx1' ' SOOOs 5000 P2 6 10d 4 10d l' ' S 233I2 142231toil41' 605 6050005 6 6500s s T P256 236 tOd 4 tOd Od '" 2322 4 6 Od Od ' 90s MSH422 186 6 10d 610d 90s TMP46 10d 410dx1h45005 14" M 2 1550 6 10d 4 10dx1' " 14" 4500s TMP176 tOd 4 Od ' 50005 SOOOs TMP2 6 tOd 4 10d ' " 6000s MS 2322 1550 6 iOd 410dx1'b" 6000s TMP236 10d 4 10dx1'b" 6500s M 22 1550 6 10d 4 10d 1` " 6500s TMP25 1525 6 tOd 4 tOd 60s M 2322 1550 6 10d 4 10dx1' " 60s TMP23 1525 6 10d 4 Od ' " 90s 90s 850 6 10d Odx1W 16" L. 5005 MSH1722 1668 6 Oil 14)10dxlW 16"6500s550 4500s TMP175 It 0 1 (61 10d I0dxIYV 5000s 5000s T290 6 Od Od "' 6000s 6500s 2322 S 322 1668 1668 6 6 10d 14 4 10dxl' " 10dx1' " 60005 TTMA P231550 6 6 10d 10d Od 1' " 10dx " 605 2 1712 6 10d 4 10dx1' "60s1550 6 10d 4 10d 1' " 90s 9 0 6 0 Od Bo st Cascade E%%P • Ecalwr 1'r 6W .r • 38'0412015 V S P For more information, STRUCTURAL contactP. CONNECTORS' USP Structural Connectors A.. at 1-800-328-6934 or General Notes ww'w.uspconnoctors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information Capacity values shown are either hanger capacity values see support requirements below) or BCI• Joist end reaction capacities — whichever is less. All capacity values are downward loads at 100% load duration Use sloped seat hangers and beveled web stiffeners when BCI• Joist slope exceeds W per foot. Leave 'As' clearance ('b" maximum) between the end of the supported joist and the head of the hanger. For BCI• Joist applications, consult USP for capacity reduction Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir or southern pine speelesj. Minimum support width for single- and double -joist top mount hangers is 3": (IW for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is IV.." and 2", respectively. Boise Cascade has a proven track record of providing s , k ';, : •;: quality wood products and a nationwide building materials distribution network for our customers, helping them to enhance their own businesses. ---- ----- — --- Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only . I' j wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site at http://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products I throughout North America can now be ordered I FSC® Chain -of -Custody (COC) certified, enabling homebuilders to achieve LEED® points under U.S. Green Building Council® residential and commercial green building programs including LEED for Homes E and LEED for New Construction. Boise Cascade`' of jEngineered Wood Products are available as PEFC® Chain Custody certified SFI® Chain -of -Custody certified and Lifetime Guaranteed duality and Performance Boise Cascade warrants its BCI® Joist, b VERSA -LAMS', and ALUOISTO products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to alsoti'1 91-800-232-0780- l""" If in doubt, ask sl obtain green building points through the National GreenFor the closest Building Standard. oise Cascade EWP i butor/support center, i call J BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC. BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. For information about Boise Cascade Engineered Wood Products, including sales terms and conditions. warranties and disclaimers. visit our website at www.BCewp.com Your Dealer is: If no dealer is listed, call 1-800-232-0788 QDBoise Cascade Engineered Wood Products Great products are only the beginning® Copyright ® Boise Cascade Wood Products. L L.C. 2014 11 ESG 0810412015 Builders FimtSoume 1602 Industrial Park Dr. Plant city, FL 33566 RECORD COPY Project Information: Builder. Ashton Woods Model: WP0138 Builders FirstSource Job N: Lot:138 Subdivision: Wyndham Preseves County: Seminole Building Code: FBC2014/TPI2007 Computer Program Used: Truss Design Information: Gravity Loads Wind Roof. 37 psi Total Wind Standard: ASCE 7.10 Floor: 55 psf Total Wind Speed: 140 mph Mean Roof Ht: IS 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 N : Delegated Truss Engineer: Robert W. Well License N : 46021 This truss specification package consists of this index sheet and IS truss design drawings. This signed and sealed index sheet indicates acceptance ofmy professional engineering responsibility solely for listed truss design drawings. The suitability and use of each truss component for any particular building is the responsibility of the building designer per TPI. oe pT W. J •• ``` E NS F J• `'(. o'• a w e yr ; Q SSrOYaT E Gj # '1ruare.rN•w TTrr 12/04/2017 N) [ ING SP'w: Truss N Truss Label Drawing N Seal Date Truss N Truss Label Drawing N Seal Date Truss N Truss Label Drawing N Seal Date 1 CJ1 001 12/4/2 117 2 CJ3 002 12/4/2017 3 CJ5 003 12/4/2017 4 EJ7 004 12/4/2017 5 EJ7G 005 12/4/2017 6 HI 006 12/4/2017 7 H2 007 12/4/2017 6 H3 008 12/4/2017 9 H4 009 12/4/2017 10 HJ7 010 12/4/2017 11 T1 011 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 TS 016 12/4/2017 17 V3 017 12/4/2017 18 VS 018 12/4/2017 II Page 1 of 1 0 Builders FirstSource, Inc. 2002 Job I Nss I fuss I ype ply WP0138 CA Jack -Open 6 I 1001Job Reference (optional) BU1WM FUSCSOluce. Tanta. Ft= Gty, FbMOa 33566. Jog= Bryant RUM: 7.640 S NOV 10 2015 PMMC 7.540 S NOV 10 2015 NSTek ttl115MM. W_ Nall 00C 04 14A4:15 2017 P 1 ID:K"X6mvAVulocMlliix9kpz4RS4-ErTemzmlOgOpHo5BHKTEm7Y9atNZ4ITeYEEDS7FC%D 1-0-0 1-0-0 1 1-0-0 + 1-0.0 Scale . 16.4 W = LOADING (psq SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-3-6 (min. 0-1-8), 4=4/Mechanical Max Horz 2=42(LC 10) Max Uplift3=-9(LC 10), 2=-74(LC 6) Max Grav3=10(LC 1), 2=113(LC 1). 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 244/190 Vert(TL) -0.00 5 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 5 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 pint 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 e Ac 4Q .< R SIAIEOF • Q, 0 'tOR10o4A4 ;' ONAL NG d, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 I Nss Truss Type Ply lJobWP0138 CJ3 Jack -Open 6 1 i1002 , Job Reference(optional) Builders FkstSource, Tampa, Plant Oty, Florida 33566, Joshua Bryant Run: 7.640 a Nov 10 2015 Print: 7.640 s Nov 10 2015 MRek Industries, inc. Mon Dec 04 14,04:17 2017 Page 1 ID:K"X6mvAVulaMbjix9kpz4RS4i1IO Jmw98WguygNrl TIK5KKHI7pljnntznOSyCKzC 1-0-0 3.0-0 Scale-1:10.6 2x4 = 3-0-0 LOADING (psp SPACING- 2-0-0 CSI. DEFL in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(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 We n/a BCDL 10.0 Code FBC2014/TPI2007 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 puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouicle. 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: ASIDE 7.10; Vult-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 3 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 ercpt W. ly y Q.CEItIgF;4l dD SIATEOF *• e Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job Nss I rus5 I ype Ply wpo136 CA Jack -Open 6 1 1003Job Reference tonal eumel5 Feer5ource, Tar pa, Mara uw, i-wwa 3356b, 3osnua uryern 1Nn: /.b4u a mov w zu15 N1m: /.64u 9 mov w N15 IYe 1 ex inawww. 01c imn Uec U4 14U4:1 / CUl I 1 ID:K1jyNX6mvAVulocMbjix9kpz4RS44110 Jmw98WguygNrl_TIK517HhJpljnntznOSyC C 1-0.0 1-0 0 5.0-0 Seale - 1:14.6 ac4 = 5-0-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) Udefl 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 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 17 lb FT - 0% LUMBER- BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 3=100/Mechanical,2=274/0.3.8 (min.0-1-8).4=45/Mechanical Max Horz2=131(LC 10) Max Uplift3=-98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (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(l) 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-" wide will 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 Q. EIYSF,.y k' Qk-OdUA Q e •. OR101': 'i 4 S/ONAL E—a# Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss Truss Type WP013e EJ7 Jack -OW e 1 J061ob Reference(optional) nuoam rosrDauroe, r anipa, YraM LAry. rrorroa wobb, Josnua wpm nun: 1 Wu s nW 1u [V 1 D rnM: /.0W s nw lu N1 D W 1 Y1C. NCn LW w 141N 16ID.K%NX6mvAVukxMbix9kpz4RS4-ADbOBfn2 WSFaPIwrYeP4hzlYCzx?AN4uyC B -1- 0.0 1- 0-0 3x4 = 7- 0-0 7- 0.0 Scale a 1:18.5 Plate Offsets (X.Y)-- 12:0-0-10.Edue) LOADING ( psf) SPACING- 2-0-0 CSI. DEFL in loc) Udell 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 FBC2014/TP12007 Matrix-M) Weight: 23 lb FT - 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=141/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. BRACING TOP CHORD Structural wood sheathing directly applied or 5.9-2 oc purlins. 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 ouide. 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 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 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 r' Q•"e GENS c.4l ik% 4 R ' C(,(A q• SIATE OF Q f 01, • tOR10P: ` s/ ONAL EN'V Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I cuss Truss Two WP0138 Fj17G lads Open Gbder 1 F` y 2 fob Reference(optional) 9uomrS Fnmource, Tarnpa, Plant Gty, Fw4a 33566, iosnua er m Run, 7 WO S NOY 10 2015 Pnra: 7 640 S NOV 10 2015 WtOX MUSIrIB4, 1C. Non u8c M 1• W:le 2017 Page 1 ID:KriyNX6mvAVukxMbjix9kpz4RS4-e09nP?oBhlm08FgmzS1 xNWZJ5HOHfu4EBStTKyC 3-8-2 7-0.0 3.8.2 3.3-14 2x4 II 7-0-0 7." Scale -120.0 Plate Offsets (X.Y)-- f1:0-3-1,0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.15 3-5 539 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.28 3.5 298 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC20/4lrP12007 Matrix-M) Weight: 63 lb FT - 0% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1.1163103.8 (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 forces 250 Qb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with I Od (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9.0 oc. Webs connected as follows: 20 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 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-" 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. _ r Q` : v1GEMSP••<< R' SIATE OF M••• S/ONAL EN a 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 Qb) Vert: 7=-744(F)8=-744(F) 9=-746(F) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Nss Truss Type Ply JJobWP0138 HI Htp r II 10o6Jb Reference(optional) u maers rest imm, Tampa, m m ury, t-wrroa m5w. Posnua Bryant nun: i.bw s Nmv 10 Zu1 b r•mn: r.tiw s Nov 10 2O15 rm rex nausnres, srC n Dn uec w 1+w:1 a LV1 r r e 1 ID:KfjyNX6mvAVLftMbiix9kpz4RS4-eO9nP?oBhlm FgmzS1xNIAZCSGAHbW4EBStTKyC r1-0 0 S9 14 11-0 0 17-0.0 22.2.2 28-" 29-0 0 1-0 0 S9 14 5-2-2 6-0-0 52-2 59-14 1-0-0 5u8 = 4x6 = Scale. 1/4'-V 30 _ 2x4 II 3x4 = 3x4 = 3x8 = 2x4 II 3x4 = S9 14 I f -" 17-0-0 22-2-2 28-0-0 i9-14 t9-9 6.n.(1 5-2-2 5-9.14 Plate Offsets (X.Y)-- 12:0-1-10.0-0-01.14:0-5-12.0-2-81.17:0-1-10.0-0-01 LOADING (psQ SPACING- 2.0-0 CSI. DEFL in (loc) I/detl 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/TPI2007 Matrix-M) Weight: 136 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6.10-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (Ib/size) 2.1090/0.3-8 (min. 0.1-8), 7-1090/0-3.8 (min. 0-1-8) Max Horz 2=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=-2074f785, 3-4=-1630/615, 4-20=-1464/615, 5-20=-1464/615, 5.6=-1631/616, 6-7=-2074f788 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=S.Opsh h=15ff; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst 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 tit 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 CASE(S) Standard CAI W. 00 q Q v GENSF••!! tt STATE OF 4 r •• ORIOP h/oMALNInNs Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job Nss fuss I ype WP0138 1'.2 Hlp 2 1 l000; Reference (optional)- --- — - uuwefs F88ISOulce,lam=. mm (Aw. mo"aa."1:1.76O,.IOSnua uryam KUM I.OWS NOV IVW1t1YMl:I.OWSKOV 1UWI*MIeKowusu1E.m. man V6cuW IWxwxyzu1I el ID: KrryNX6mvAVukxMbjix91pz4RS4.6ci9d.ppS3uFIPPyWAYAwzjl2Uc OzDDTrCR7n;C r1 0 Q 6-9-14 13-00 15-0-0 21-2-2 I 28-0-0 29 0-0 1- 0-0 6.9.14 6252 2-0 0 6.2-2 6.9.14 00 Scale: 1/4'=1' 06 = 06 30 !:;, - - - 2x4 II 30 = 2x4 II 30 30 = 30 = 1 62 14 I L 0 L 0 I 21-2-2 I 20-0-0 R0. 1d R--'l l lll R-2.2 6A-14 Plate Offsets (X.Y)-- 12:0-3-0,0-1-81,17:0-3-0,0.1.81 LOADING ( psf) SPACING- 2-" CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.17 12-13 >999 240 MT20 244/190 TCOL 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 SCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 133 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. ( Ib/size) 2.109010-3-8 (min. 0-1-8), 7=1090/0-3-8 (min. 0-1-8) Max Horz 2=-137(LC 11) Max Uplitt2=-449(LC 10), 7=-449(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. 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=-2030761 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=-645/4/6, 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; TCOL=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 Q w GENSF,4l ft J SIATEOF 3 ., ORtOo, 114Z Q wQONALENG r Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Truss my WP0138 ITrussTypeWHoGirder 1 1 lob Reference (optional) wmaem rrsrsource, ramps, earn ury, -Iona 3&-,66. 3osrxla wyam nun: r.wu s NOV ru N10 rnm: r.wu s nw iu Ona rmrex "naum. s nm r ec u+ r•xr tr Nr ID:KfjyNX6mvAVulaMbjix<Jkpz4RS4 aoHXgggRDN05N2_94gPTAGigurelPsNhVx_XDyC 8 r10-0 3914 118-9 16.3-7 21-0.0 gL2-2 2"-o 29-0-0 9-14 3 2-2 4 8 9 + 4-6-13 441-9 3 2.2 3 9-14 Scala:114'=1' 5x8 = 2x4 II 3x8 = 4x6 = 31 32 — 33 14 34 . 35 36 ` 3x8 = 2x4 II 30 = 3x8 = 4x10 MT20HS= 2x4 II 3x8 = 2x4 II 3-9-14 7-0-0 11 8 9 16 3.7 21-00 242..2 28-0 0 3.41d l YWN 4-a-13 1 441-9 1 3-2.2 3.9.14 3x8 = Plate Offsets ( X.Y)-- 12:0-4-2.0-1-81.14:0-5-12.0.2-81.19:0-4-2.0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vdeft L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.3813-15 877 240 MT20 244/190 TCDL 7. 0 Lumber DOL 1.25 BC 0.98 Vert(TL) 0.6813-15 497 180 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/TPI2007 Matrix-M) Weight: 141 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T2: 2x4 SP No.t BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/ 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3.12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. 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=S.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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OtaMtMr Mr 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 joo 9. 8) Semi - rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Q • v1GE NSF , 4< 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 j-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 1I1 lb. up at 14-11-4, 87 Ib down and 122 Ib up at 16-11.4, and 87 Ib down and 122 Ib up at 18-11 A, and 173 Ib down and 213 Ib up at 00.0 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 I 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. They SIATE OF Q design/ selection of such connection device(s) is the responsibility of others. it 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). '°cs;' GRtlJP G d » %1D OADCSE(P get ldard ntinu on Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 60NAL ENsP 12/04/ 2017 Job cuss ruse I ype ply WP0138 1'.3 1 HIP C*XW 1 1 1008Job Reference(optional) MOMS r9sMaurCO3 r enw. rom %," monaa Vjow. Jo5fxla arum Mun: /.ti4u S mov 1 u zw o rmm: /.tiW B 1VOV lu Lu17 NY 10K MISM0, M MOn 00C u4 14U421 Zel / P 2 r ID:KfJVWX6mvAVuloAMbjix wWs4rRS4aoHXgggRON05NZ_94t3PTAGrgurelPsNhVx_XDyC B LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plQ Vert: 1.4=-54, 4-7=-54, 7.10=-54, 18-21=-20 Concentrated Loads (Ib) 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) Pt W. y4 Q v ENSF•4<<4 f• i SIAFEOFo QAll SS ONAL i p r Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss russ ype WP0138 H4 Hip 1 1 Job Reference(ootionallJo BiWers FUsi mme, Tanga, Plant G1y, F1B M 33566, JOsnua Bryant Hurl: /.64u s Nov to zul* rm1: /.CW s r4ov lu zul7 Nu I BK BIWISatBs, BIC. NWI NBC {14 17U9`L[ Lul r 7 ID:K%NX6mvAVukxMbjix9kpz4RS4-2?rv10g3 8y?jZLebae?Oo7sIDSUXV h'; fyC 7 r9-0-0 14-" 19-0-0 23 2-2 28-0-0 29-0 0 1-014.9.14 4-2-2 5-0-0 5-0-0 4.2.2 4-9-14 p 4x6 = 3A = 4x6 = Seale: 1/4*-1• 34 = 34 = 34 MT20HS= 34 = 34 = 9-0-0 _ 1.9-0.0 28-" n.A.n 1041.0 94)-0 Plate Offsets (X,Y)-- 2:0-3-O,Edoel,18:0-3-O,Edge) LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.19 10.12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) 0.5510-12 609 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.10 8 Na Na BCDL 10.0 Code FBC20/4/TPI2007 Matrix-M) Weight: 131 lb FT - 09b LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0.3-8 (min. 0.1-8), 8=1090/0-3-8 (min. 0.1.8) Max Hors 2=98(LC 14) Max Uplift2=-455(LC 10), 8=-455(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 3.11-7 oc puriins. BOT CHORD Rigid ceiling directly applied or 6.5.8 oc bracing. Mirek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2081/874, 3-4=-1812807, 4-5=-1647/686, 5.6= 1647/686, 6-7=-1812l707, 7-8= 2081/876 BOTCHORD 2-12=-817/1877, 11-12=-697/1837, 10-11=-697/1837,8-10=-721/1877 WEBS 3-12=-275/291, 4.12=-114/442. 5.12--338/250, 5-10=-338/250, 6.10--114/442, 7-10=-275/293 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsf; h=15tt; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces t3 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 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 Q ; GENSF•9!< 3 1R y ;• SIATEOF • 901• ••:;IfOR10P • 1Z 4 ys/ONALb+us"so Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job Russ I russ I ypeF'Y WP0138 HR OWgort lHlpGlider Fly 1 10,0 Job Reference (optional) uummm Fas .tune, lamala. YIam Ury, monaa = . JOSIIUa m ml Hun: t.bw s rmy lu zu I D rnnr /.ow s way lu zul, m IeK mm NBC {M myci J evI I 1 ID:KQyNX6mvAVulo(Mbiix9kpz4RS4-WBOHEMfik Gpct8XCI5tYbLHQigjDPhg9pO5c5yC 1-5-0 5-2-9 9.10.1 1.5-0 5.2.9 4-7-8 Scale -121.0 M WA 2x4 = `". „ 5 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well 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 TCOL 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/TPI2007 Matrix-M) Weight: 41 lb FT - 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 BOT CHORD WEBS 20 SP No.3 REACTIONS. (Ib/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=3991721, 15-16=-399/721, 7.16=-399l721, 7-17=-399l721, 6-17=-399/721 WEBS 3-7=0/253, 3-6=46SM25 Structural wood sheathing directly applied or 6-" oc pudins. Rigid ceiling directly applied or 9-4.1 oc bracing. I MTek recommends that Stabilizers and required cross bracing Ilbe installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psh SCDL-5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 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 Ib 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 (F) or back (B). w. , S' kd Q e,IGENF •, o SIAtE OFq .' 1 rOe ••. i ORIOP % / S/ONAL EN 0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 13=-48(F=-24, B=-24) 15=3(F=1, 8=1) 16= 12(F=-6, B=-6) 17=-34(F--17, 8=-17) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Nss I fuss I ype C111WPo138lJobITICOnuma 4I 1 Ot t Job Reference tional mmem resibowce, 1 anp% ream Aw roroa moEEimmia wyam nun: /.ow s nov lu Lum rnm: /.ow s nev lu zv o w I eK exnlSDles, a¢. snen Vec u% I7UwL [V 1 / r , ID: K"X6mvAVukxMbjix9kpz4RS4-4NygSiSJVI0gE0jk10o64pLTZ6 ayulpOTAeBYyC 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 Scale - 136.0 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7- 14 13.6.12 20-" 7- 14 8.5.7 7-14 Plate Offsets (X.Y)-- 12:0.2.O.Ednel. 16:0-2-O.Edoel LOADING ( psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 VerI(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 FBC2014lrP12007 Matrix-M) Weight: 91 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2.819/0.3.8 (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, 4-10=-195/434, 3-10=-271/276 BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-1.10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL-5.0psf; h-15ft; Cat. II; Exp C; Encl., GCp60.18; MWFRS ( envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 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 tit 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 w. - R' SIAIEOF Q ti SONAL ENG.' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Truss I russ I ype ply jJob . WP0138 T1GE Comnon Supported Gable 1 1 012 Job Reference(optional) 8ulders Rs*ame, Tampa, Plana City, Rmlda 33566. Joshua 87am Run: 7.640KQyNNv 10 201 Print 7.640 a Nov 10 201515 MFrek VKkables. kn. Mon oee 01 14 g Pape aW2r&yGbXXsAHwJj8Ld00hLVREh 7 KZ 1-0-0 10.4-0 20-" 21 8-0 1 0 0 10-4-0 I G-4.0 Sale .136.0 4x6 = - 30 — 23 22 21 20 19 18 17 16 15 14 3x4 — 30 = 20-8-0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 V@R(LL) -0.00 12 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(rL) -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 FBC2014/TP12007 Matrix) Weight: 98 lb FT - 0% LUMBER- BRACING - TOP CHORD 20 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 20 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. 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 (Ib) 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=I08mph; TCDL=4.2psf; BCDL=S.Opsf; h=15f ; Cat.11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 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 ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 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, FI 33559 Q •,GENSE;,•!!, SIATEOF y9 e••:;tORIOP S/ANAL 12/04/2017 I Nss I ruse I ype jJobW150139 72 Conlon 1'4" Y 1 1113Job Reference(optional) umem hfSISO m' Ialrm rm LAly, p m=g T J051= ffyam 11 M r.Ow a NOV 1U [V101'1UU: r.0W S NUV 1U [U1D W1eR fKW5U=. M MD" LMC U9 lgx";do [UI r r 1ID.KryyNX6mvAVukxMbjix9kpz4RS4-TaW2f21yGbXXsAHwJjBLd00eHVKnhL6yc7ZC _k 4 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 30 = Seale =1 :34.6 06 = 30 = 3x4 = 30 = 3x4 = 7.1.4 + 13-6.12 20-" 7-1-4 6-5-7 7-1-4 1$ Plate Offsets (X,Y)-- 12:0-2-O,Edpel,16:0-2-O,EdQel LOADING (psQ SPACING- 2.0-0 CSI. DEFL in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 7-9 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) 0.17 7.9 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 89 lb FT - 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 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 BRACING TOP CHORD Structural wood sheathing directly applied or 4.9.10 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-0.12 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. 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=4.2pst; BCDL=5.0psf; h=15tt; 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 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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 tit 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 TW QO0 GE NS file, I R' q• SIATEOF • e as ONAI ENGAp r Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss Truss Type ply WP0138 T3 Roof special Girder I 1 014 Job Reference(optional) wours Firstsource, Tarr". Preis Ury, Honda 33566, .Iestrlla elyanl KUM 7.6W S NOV 10 2015 PM: 7.640 S NOV 10 2015 WeR WKW59I8S e1C. Nall DeC 04 14A426 2017 Page 1 ID:KgyNX6mvAVukxMbiix9kpz4RS4-xm4OtOtal vfOTKs6tOfaAEzitvg2Oef6mflCOyC rl-0 Q 5 5 14 10d-0 13 8-0 17 4-0 I 21-0-0 24 2.2 28 0 0 29 0 0 1-00 5514 4102 340 3$0 3$-0 3-2-2 3914 1-00 r Seale a 1:50.6 4x6 = 3x8 = 2x4 II 5x8 = 7x10 = 3x8 = 1002 = 2x4 II 3xl2MT20HS= I 5 5 14 10 4-0 I 13 8-0 I 17 4-0 21-0 0 I 24 2-2 I 28-0 0 5.5-14 4.10.2 3-0 3-8-0 3 8-0 3-2-2 3-9-14 I Plate Offsets (X,h-- 5:0-5-4,0.2-81,I7:0.5-4,0.2.41.19:0-6-0,0-1-51,112:0-3-8,0-5-01,(14:0-5-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl 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) 0.6313.15 536 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WS 0.79 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 165 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 BRACING TOP CHORD BOT CHORD WEBS 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. CompJMax. 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=-507/34114.16=-837/2059, 5.16=-26/4/1242, 5-13=-448(708, 7-13=-503/598, 7-12--903/2067 Structural wood sheathing directly applied or 2-0-6 oc puriins. Rigid ceiling directly applied or 6-5-3 oc bracing. 1 Row at midpt 5-16 I MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCOL-5.0psf; h-150; 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=631, 9=1132. 8) *Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. tyi't? 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 OD ,• ''• 'I 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 • 1GE 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 a Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 SIAIEOF: QI Uniform Loads (pif) o •: c OR00' rp< Vert: 1-4=-54, 4-5=-54, 5-7=-54, 7-10=-54, 2-9= 20 ANAL ENG, Continued on page 2 at1IS Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I NsS Truss Type ply WP0138 T3 Roof Spedel GINW 1 1 1014Job Reference(optional) otwers Frsmouroe. Tampa. Pm Gny. Fbma 33588, Posh' B1yan1 Hun: /.tio s Nov 1 e zel5 rnm: /.Ne s Nov le zu1 a Nu 1 eK ffKRmmes, mm NDn uec u+ 141" zul r z ID: KfjyNX6mvAVukxMbjix9kpz4RS4xm4010to/vfOTKs6tQ1aAEzjNg;&f6m000yC 3 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7--39(B)12 1825(8) 1400 - N41 R: SIATEOF N;'/ OMAL ENG•`r< Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Nss rus5 I ype rWP0136 T4 Isoospmw 1 1 10's Job Reference(optional) uuwm roslJmm, I ampa, rmra mw, rle m ux)w. Jo=m u wu nun: /.04u s mov lu zulJ rnm: /.ti4u s nov w zul7 Ns 1 BK orousum. or. man uec u4 14V421 W 1 ID:KfiyNX6mvAVukxMbi x9kpz4RS4-Pyeo4kuCoDnF5URIRSApiRWrU w9CaF4ROJ 1-0-0i SS14 ( 10-4-0 L-8-0( 19-" + 23-2-2 + 28-0-0 " O-o1-0-0 SS14 4.10.2 1.4-0 7-4-0 4-2-2 4-9-14 1-00 6S-E 06 = 5X8 = Seale a I A9.2 30 20 II 6x8 = 30 = 4x10MT20HS= 30 = 3x6 = I SS14 6r1-1A 10.4-0 ff111. 19-0.0 l 28-" ISS.1 d a.2.7 1.a.r1 7.d-0 041d1 Plate Offsets (X,Y)-- I2:0-3.0,0-1-81.16:0-5-12,0-2-81,18:0-3-O,Edae1.113:0-3.8,0-3-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.43 10-12 774 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.67 Vert(TL) 0.76 10-12 439 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.07 8 n/a n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 135 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T3: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or B-8-9 oc bracing. BOT CHORD 20 SP M 31 MTek recommends that Stabilizers and required cross bracing WEBS 20 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (Ib/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--1976/671, 3-4--18/4/742,4.5- 1739f745, 5-6--1649/684, 6-7--1823f797, 7-8=-2059/953 BOTCHORD 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; TCOL=4.2psh BCDL=S.Opsf; h=15h; 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 OOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load 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 (A=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 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 o0 at •w w Q. GENSF,•!!1 q SIATE OF r D,, nF••. ORIOP • k.'1 s/ONAL EN'' a 12/04/2017 Job I Russ I rus3 I ypeP'y W P0136 T5 Common 160' y 1 10,6 Job Reference(optional) BUMM F 5OUrOe. Tempe, calm Gly, mma &zbb, Joshua wyam NUM IAMU 3 NOV lU "LB15 P= /.MU S NCV 1U 1U1Z1W1eK mO M1n85. mo. NM UeC U• 147NAU "LU1 / r 1 ID: yNX6mvAVulaMbjuc9kpz4 RS4•t9CA4tvgZ Wv6je0V_rh2FY26vjHAugxP1 1 rt- 0 0 7-3-14 14-" ) 20.8.2 28-" 29 0 0 1- 0-0 7-3-14 6-8.2 6-8-2 7-3.14 Scale: 1/4*-V 4x6 = 3x4 = 34 WMHS= 3x4 = 3* = 3x6 = 9- 6-10 18.5.6 28-0-0 o. rrin n116.1a + s-s-to Plate Offsets (X.Y)-- 12:0.0.10.Edoel,18:0-0-10.Edoel LOADING ( psQ SPACING 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.2510.12 999 240 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/TPI2007 Matrix-M) Weight: 122 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3.9.12 oc pudins. BOT CHORD Rigid ceiling directly applied or 6.9-12 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. 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 Uplitt2=-448(LC 10), 8=-448(LC 11) FORCES. ( Ib) - 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=-1967l765 BOT CHORD 2-12=438/1755, 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- 1 0=-380/384, 5.12=•273/607, 3-12=-380/384 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0ps1; h=1511; Cat.11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & 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 - 1 O.Ops1. 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. LOAD CASE(S) Standard ON" a : at w• 4 Z tR SIAIEOF 13 Oe• ••:, ORIOP: :4 s/ ONAL NG,Aa,0 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 suss Truss Type Cl Fly lJobWP0138 • V3 Valet' I II 10,7 Job Reference (optional) Bidders Fisl9ourae, Tanpa, Plard G1y, Florida 33566. Joshua Bryant LOADING (psq 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 FBC2014frP12007 2x4 Run: 7.640 $ Nov 10 2015 Prtnt 7.640 s Nov 10 2015 Wek industries, M Mon DOC 04 149425 2017 VW I ID:K"X6mvAVukxMbiix9kpz4RS4-t9CA14vgZWv6ie0V_rh2Ff2CQTjuIAP158sHJyC 1 2x4 II Scale - I S.1 CSI. DEFL in (loc) Well Ud PLATES GRIP TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.05 Vert(TL) n/a n/a 999 WB 0.00 Horz(TL) 0.00 3 n/a n/a Matrix) Weight: 9 lb FT - 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No-2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=8213-0-14 (min. 0-1.8), 3=82/3-0.14 (min. 0-1-8) Max Horz 1=55(LC 9) Max Uplifts=-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 purtins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7.10; VuIt=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) 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 eat •w: q''aQo J •`CENSF••` 1t • SIAIEOF f 4• Q, y90 •• OR100' ONAI ENG Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Truss Iniss type ply jJobWP0138 v5 valley 1 1 1018 • ' Job Reference (optional) SUbm Fhfturoe, Tanpa, PIara G1y, FbWa 33566, Joshua &yam Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 Nllrek eitlU Im. kit bbn Dec 04 149128 2017 Page 1 ID:KfiyNX6mvAVukxMbjix9kpz4RS4-LLmZVOwSKgl zKobhYZCHnsbK57mPdBhYXItPp 5-1-8 5.1-8 2x4 LOADING (pso SPACING, 2-0-0 CSL DEFL in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 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 We n/a BCDL 10.0 Code FBC2014/I PI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=156/5-0-14 (min. 0-1-8), 3=156/5-0-14 (min. 0-1-8) Max Horz 1=103(LC 7) Max Uplittl=-66(LC 10), 3=-86(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2x4 II 2 Scale=1:13.6 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% Structural wood sheathing directly applied or 5-1-8 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTI_S 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.0psf; h=15f ; 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 Q. •1GENSF•.!( o• SIAJEOF Q90'r••:.OR OP: a boyS ONAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 J vvi W' r- Y 5 1 1= b CL T Z Lis cc l!1 utqw! 4-1 i m ac S In U' Cie Z F' CL i dN CD dp O iYi eNuii7S 4 1G ' ' -a N W i cu LI O J paaaa u -aL S C Cc O J 04 I E IA1V1111I11A1lA1lA11lA1 0 0 0 0 0 lA F- 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0• O D CD CD CD O CD O O CD CD CD o -D .10 %D %D %D %.D -10 %D 110 + 10 X C - r- C - tom- c— e— e— e.- X 6.UUUL)UL)L)L)L)U. . L) 04 04 04 04 04 04 04 04 04 04 co 04 1 .-1 .-1 .-1 .-1 .-1 wy — rl rl rl rl rl 0 0 0 0 0 O O O O O p 0 0 0 0 p 0 IIII I o 0 0 0 0 1 0 O O O O p 0 0 0 0 0 0 0 a,I00 lb I I I I I 0 C%j fU fU cu (U co 'D IA '? M . Al CD - E... rr Y Lj- L- LL. L L L L- L. L li OC 04 RECORD COPY City of Sanford Building and Fire Prevention L l Product Approval Specification Form Ov LDI/vG, Permit # # 1 7 2 4 7 7 Project Location Address. SANFORD As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Hardi Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments Tamko Asphalt saturated Organic Felt FL12328-R7 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylightsg Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 6/9/2017 Florida Building Code Online ulation 5 OBusiness & ' t rI BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stilts S Facts I Publications I FBC Stay I BCIS Site Map I Links I Search I Florida ix ' Product Approval USER: Public User Product Approval Menu > Product or Aoolltallon Seamh > Application List > Application Detail FL 41 FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FLI5000 R2 COI Certificate Of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year AAMA/W DMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D63S 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://OoridabLilcHng.orgtpr/pr ppp dill.aspx-Wam=wGEVXQwtDquS73Fr27-yiPozAnA6CzHQ3yMKg2Hy8pk2fUCfc2MRiSC82v%p3d%3d 1/3 6WO17 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 FL # I Model, Number or Name Description 15000.1 a. "Fiber-Classlc" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 II INST 15000.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.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-Classlc" or "Smooth -Star" 68 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST LS000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.2.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 'Y 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 FLL5000 R2 II INST 15000.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL IS000.3.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 7' part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.4 d. "Fiber -Classic' or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FLI5000 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 15000.4.odf 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.) 15000.5 I e. "Fiber -Classic" or "Smooth -Star" 18'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) httpsJAloridabuilding.org r/pr app dtl.aspx?param=wGEVXCQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfo2MRiSC82w%3d%3d 213 619/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 11 INST IS000.5.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 F1.I5000 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 "3" part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Fiber -Classic" or 'Smooth -Star" 61 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use In MVHZ: Yes FLiS000 R2 II INST 15000.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any F1.35000 R2 AE EVAL 15000.6.Ddf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of '3' part number doors, which have been stained or painted within 6 months of Installation.) Back Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 050-487-1824 The State of Florida Is an AA/EEO employer. CoovAoht 2007-2013 State of Florida.:: Privacy Statement :: AccesslblBN Statement :: Relurud Statement Under Florida taw, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.L395. -Pursuant to Section 4S5.275(1), Florida Stables, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Deparment with an email address If they have one. The malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to apply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 4SS, F.S., please•cllck here . Product Approval Accepts: rc Credit Card Safe https:110oridabtAldrig.orgtpr#_arpp fl.asp(?param=wGEVXUwIDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8a1.'Wfc2MRiSC82w%3d%3d 313 N J i2CTE819B t)i s'1`•v •t J•j ":T i{ `i:.i3:i^• t2)•.1,: . s ? t• Z 4/IIIITIII `` g 50 I!+p••I,;: b +7. ;['Y'Z.w a ;1' S w r i:;, j; •. ,rt }J'f•. .t=p'. 8 u tp coil h mmINTERIORZm4 36W MAA, DOOR 1 mowo &CROSS SE=N pma% YH J DDDR PANQ Y Sfy rS T OR 1 7rS• 6 J TCH INFIBERUCLAS=) (FBER CIASSIC) : 1'.°:e sty, r` 1 j•yl. DDOR PANEL fi!i-•: Fiber Clcsaic t+>:, i . s o 4 NINGE 517LE E BUP' RAIL m" N.T— Y 9 CABER C{JSSiC) (u FIBER CUSSIC) , yQMCAL CROSS SEC110N tim M JK o 3 DOOR PANEL ant m IFS FL- IS000.3 e wtrr 3 m 12 G 1/2GLASS 40 1/2' MINWE . CLASS THK. 40 I/e" FXTEBI0B Gi TEMPERED FFGLAS 25' STEEL 1 B SPO EPT SPACER 40 41 SEE NOTE 1 a- W u• n GLASS W/ SAX LfiE FRauE GLa7ING r1ETA1I 139378 MAX PANEL W10iH 7.12F MAX O.LO.WIOIH 1 4 Z 4 F AR CIDE%ITF PA 1t1 Smooth Star SPACE 1 8" PERED INTER) CLASS WGLASS 1/2' MIN. 01 CLASS T1iK. 1/8" TEMPEREDFCLASS A!R SPACE TMPERED GLASS J 29 SEE N01E 1 5' INSULATED [: e_-BSc W/ PVC LITE FRAAfE GLAZING OElAIL E 1JA N.U. HO IIONTAL CRO55 SECTION 4 SIOELffE PANEL PEXUFRAME DC EDLPSNFRAME y1. w 2 VEAROIL CR03S SECTION Jl I , SfOEIIfE PANEL L4g 1. Spacing for kem #18 & /41 (Ike home eerowa) 0 we 02 14 12 sew R 49 ifntie' r 7 z o Z h Ti aj NmE V wf,1 F• 4 2 f. The siddlN k dlraat act Irdo the Jamb wMh (72) 3do Mom 143 a JB x Z' pfh Wood screw. Thom are e• 1S 4) at 000h vNUaal Jamb, from the top dmm at is 21 J8 155 ; 31 ; 46 5' & Sr. Then are (y at the header at 4' from the outside comers of the1- XMM, BAIL tm.) from, Thus am (2) at the sill• 4' hem the outside camas. d^ I HORIZONTAL CROSS SECTION 7rz i-X 1-1/4' WK EMB. (TYP) 1SMM. 17 13 ti 45 C-M 44 3a INTERIOR 10 1At(• ACTIVE 4•ri:F^ 43 SEE NOTE 1 iXrEFIOB 9 a. 21 ows 24 2 ' a ua N,T.S 10 T B 12 43 tm or JK 2 HORIZOM_AL CROSS SECTION 3" HORIZONTAL CROSS SECTION IOR asy 7 7 18 FL-15000J Dw L cv2 MUWON p l l SHOWN FOR I I I MASOtIRY aD I I REFERENCE 0 (f 0 IIOPENINGIYP, BEAD MUWON JAMBS 0 SHOWN FOR II i REFERENCE II Fi u 2x euc N IIII II ASTRAGAL 0 SHOWN FOR II o II p REFERENCE II o tl a Ir ti a 2 II A II1 It a u MASONRY OPENING OONCtiEIEAt QIOR NOTES: Jr. Concrete anrnaria V BUCK edDa dhicr a to mortarjokft 2. ConcW&andwrlocaHonrnoted as lAAX ON CENW nmt be adAnted to mdnfoh the rWn. edge dWafce to marhv1otrCt cdcffWnd conaete ctmh= may be nMtded to enm Me 7AAX ON Ce4W almenrTon as tot axweded 3. Cauloeleandlortebto: c ` 8 3titre 71'; lla p; fo? lp k ITW a TAUCON T/4 1.1/4. r O LTRACON T/ 1.1/P 1• 4 1. . n• J 0 0 MASONRY 49 0 OPENING TYP. HEAD 0 JAMBS 1 2X BUCK Ii ASTRAGAL I SHOWN FOR I REFERENCE 1 I A 1 1 II MU WON I I r IISHOWNFOR1149 REFERENCE II TYP. mm II Ec JAMBS I I 11 I I 11 II II II I I MULUON _JA t I R d C,, o II SHOWN FOR II II REFERENCE II II II MASONRI OPENINC 2X BUCK a d CL a M o R o 3 0 0 to 0. m JK c en tfS ; uao FL- 15000,3 2 W eINz; s BOTTOM 3M CLLv msa 27 27 TYR TYP. s o o o w 4S 4.4' 92!' 3AS r r ass 1.v1o• U6r--I I — SEE NOTE 1 6 10 0.19d'•--i F- M 24 ASTRAGAL MAILN•rs. aac 0 24 12 FM un .pc a 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP m LFS ow" MI, AND THE BOTTOM. FL-15000.3 n meat ML a 17 0 2 THERMAITRU THERMA TRU DOORS tla MQU4n .O".. &OaOROM. ON 4aa19 FIBER CLASSIC" / "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR NON -IMPACT" G NMAL NOTE 1. Thu product has been avadvafad and Is In mmplamawtlh theft Wffion (10141 Roeda &ufl0tp Code UMshuoMdmokorneofsto Vcftthe100VdodlyHWdcanezone IH J. 2 Pmdudan3aa4idlbemGtledandspaoedat4wwnondetdhJrctsorem admerntobose nwterfd OM bo boyand wat dmssin04rOxco. 3. Whm used lh Aa trVHT ft Woduakt **W fc be proteded vOlh m hpoetn t!daN ooverinp IW aonTgo vai See9on 146 of the FEC. 4. Wttentaedfn areas m We of the IWAC mgJtrlq wad borne detsds piotectlon Us troducth mgtrhed to be pmbtdedvAh an h pad reddanf cave ft thoteompOmw(M $action 1609.724E Mte fllC. , S. For2t dud taming coMtuoEom archa4ig of them tadkfhd be the mnte asfhatdwv n far2t butsmasonrycomhudbn d. Site condFouthat deviate tam to alsta tofftdrawkVwqulefirtheren4heolnya"dy*by a&cermd ertpEreerarw&kered ac ilea. 7. ltHit prodtrcf doesnotmoef 0tawater RrNUaRon tequQemet lrrtbe?HVfQ. Rts+rhtp us}ksltas be ndo&ed aiy inrtathabOdbte mm orathabaobtelocakmpmwcted byanov or canopy that to algle behyseo the edge aft amM or amhzV to sM trles than 65 dear — TAKE OFCOMM S SN1E t 0s5ClYrtON penerdratns M, dptstall2 Doorh3dtlolt tberdoulcl 4 Sidells defal:a datab Vertical aorssections 6Hoebordalcloss;sacbm 7 Hpttont east a k kAM 9 1 Flame 10 n 37- MAX or9ALL tRAA VA M SEE CML W1 SHEEP a y DOUBLE IMMO . M IF6N1H N? OM OEM A'/ SHEET S y 5 M0 1 - 60.0 6mo -60. 0 is I FL- 15000.4 I 1 3dWMAX DOOR PANH.WIDTN z IN to NVi log t, DOOR PANEL Smooth Star HORRONTAL CROSS SECTION 2 DOOR PANEL 03W d LATCH 5111E Sf TOP RA2SA/OM STAR) h 56 i Il STILE B - P RAIL Z VMC_AL CROSS SMON SMOOTH STAR) SMOO7}I STAR) 2 DOOR PANE. FL-13000.4 1 t 11 ts Ofit 3 C Ct TO 13 31 13 v rfrrrrrirnt do e 17 j; 17utE 20 ;• ." 30 42 " . r • 20 39 ly?s4•: •i. 17 std i1.1 i SEE NODE 1 47 f r SEE NOTE 2 1. t" 4t1 30 FE& 1BS Jt8IA3 1QB d ' "f. SEE jI O1 .Jr} NOTE 2 48 l: ' •'' •.. 46 1n SEE NOTE 2 IA.g 47 i`1.3;' i wi1• fit,. >• . i•i:•r 8 1. j.1• J VERTICAL CROSS SECTION l. r.. i4 f•t U y• , zr 1 Shown w/lx sub —buck $ 28 s d• 40 k=;• 42 19 15 JOOPTIONAL SURFACE BOLTS ON ACTIVE PANEL 2! SEE DESIGN PRESSURE CNART) 19 3 31 € 14 14 9 SEE ROTE 1 b(= _ hS tom' I. The 41dsOto R9 direct set Into the jamb with (12) 4 e. ° ' - Rem jf43 a IS x 2' pfh. wood scmw. Them are (4) r •: :. at each vertfaol Jane, from the top dawn at 13.r. r , • 11 31" 48S' 4 6tY 'them am (2) at the heador at oft 24 12 4' Iran the outside comers of the frame. there are — N.TS 9 2) J13 a Ba x 2-1/2' pfh. mod straw at the ors. ae JK s6, 4' from the outside eemem. CM ft Lf5 d 1 VERTICAL CRASS SECTION 2 VFliTIGV GROSS SECTION 2. OPTIONAL SURFACE BOLTS ON ACTIVE PANEL M A- e 5 5 (SEE DMGN PRESSURE C10M FL- 15000.4 $ ass JL oFI o 0.1SrdIIL W r.1 e 13 imum, qg. Dn" SEE NOTE t 1• The eddte 1, dbeet sd lit. the tomb 4J with (72) Rem 143 a #8 x I' pft wood e screw. Thera mo (4) at each wooct jamb, ham the top down at W'. 31', 4ddr" h ea". There are (2) at the header ACTIVE @ m o S at 4' ham the outafde comore of the frame. there am (2) 113 a /a a 2-1/T' y+ m ad S.••.. ,:,: c•• t pn wood wjBw at the oID, 4' from thearii^1:. t. •1+ outaJee oomera. r r ar IKrMOR 36 4t 29 43 44 DEfAR k' q¢ 35 17 18 OPTIONAL SURFACE BOLTS ON ACTIVE PANEL C+ 1.1f4M0L SEE DESIGN PRESSURE t9W1) DrO.DTPJ 10TETffog t-3"N HORIZONTAL CROSS SECTION 6 22 a1trlw, rya 434B 8 7 SEE NOTE 1 27 g 7 43 33 n INACRVE ' I ACTIVE C 10 C1 R tea- 3 1J 2g81Q8 36 z o1111 8 10 37 43 aom a2 Z4 12 scat N.T.S. sea. an ,w e iB ckm S dHORIZONTALCROSSSECTION2HORIZOMAtCROSSSECTIONMy iG-•15000.4 e68 mw—Lorj xO T fl •8 1 II MASONRY II II OPENING II HEAD I I I I & JAMBS If ASTRAGAL I I II 1 SHOWN FOR I IREFERENCE II 1 11 2x fl 1 II TMUIUON 1 MUtLION l SHOWN FOR I SHOWN FOR II II REFERENCE 1 REFERENCE II a I 1 II CS N dR1If II 1 !1 II 1 11 r; II 1 11 e T•';"`•' pOl1BLE OOnR W/S UELREB BUCK ANCHORING t• _ MASONRY 2X CONCRUEANCNORNOTm 1. Concrete anMarb aRom at file carnal maybe a4 afed fo mahloln the mh edao diVance tumorfajdMs 2 Conerefeanchorboa onsnotedas"MAXONCFM6Ymurtbeac"tedto motrddn ufe mhf. edge danee to morlaJobrOc admfiarat eoneneto anehas may bo required to oreuore the MAIL ON CEN7W dfinernbn am rot ea eeded 1 r`M' fw n—heMnhW O 1 ' : ir1 ; flk>t-iFAkAN. yf'B_k`'E{E'A•iYAd'Eb t1Yt TAKON 2• EICO ULTRACON 1/ 1•t/ 1- 4' —i II n II 11 & JAMBS II it II IIII i I µUPON I I II SHOWN FOR II 11 REFERENCE II II J fl I II MULLION III II SHOWN FOR II I I REF 1RENCE I I II II II II II II MASONRY, zx 7777 414 4. TM. WAD A iiiii g oJAMBSSHOWN FOREMENCE la 1 1 O IRtO t FQOORRACKANCHORING I FL- 16Ooo.4 I SEE DETAJ1 CONCFZEANCHORN0T6: L Concrete oncharb=Kom at Hm comas maybe cc a to mahkim the mym edge cbkoce to mortar joints. 2 Conoofoonchmiocoryonrnatedcot -A"XONCENMrmwtboodMtodto mxrtabl the mh edge dotanco to modarjdit adr9Qond owK=fo anchors maybe requted to ww" the'*M ON W4Br dbnorslon we not aYceadcd. a Conoweandrortcbra W- Z, -.21 1 RElnv . rAecoN 1/c rAPCONe 3/Ib` 1.1/c r 1.1/r Dons dMonae- 6 r ax-- macho of 1. Mahtobl a mbllmum s/e' edge dblance, r end woodsaam to vw,,wtthe spMV otwood THESE- ( 2) ANCHORS REO' D ONLY WHEN DP > 47 PSF S, 7-Mr FRAME SEE 2X BLICK DETAIL 1 TYP. HEAD d woes o SUCK TrP. 9LL v I N grgc- dS h!! 1 11111 r{ p NN 13 49 1. 3 m ; m ,.., DE ASTRAG& PLATES STRUM10 0 30 E xrwL 14, SURFACE SOLT SMKE 0 THRESHOLD T r "9- A• F SEE OUAIL '2- t] N/pC BUQt _ MASONRY ItnTAUATION OPENING W/1x Oust 39 INSTAUA110N TYP. Heko a _ JAMBS 1 FRAME 2X BUCK SE' 14 Tf°' Su OEWL SEE DETAIL "4" DETAIL 13• IIUI' . IhILJI. WEW '9"—"9- VIEW C .-W COIiCRETEANCNORNOTB: 1. Concrete anchorloc allons at the comers maybe odAiad to malttaln the mkI. edae distance b martarlonta 2. Concrote anchor locations not" at7AokX ON CEN Wmust be ad?atod to maRtfabl the aft odae dhianee to mortar jokO, addNonalconcrete archon mayberequbedtoensurethe MAX. ONC84Wdlaersionoranot ga=Ladad. 3• Corcrateanchartabia: IIYV TAPCON o ix 1•T/e fIYV TAPCOHa 3/14" 1-1/f' 3' O SCREW R•LSlAUA110N NOT13: edge 8dance 1" end data.. A V o m soaclha of msw1. Maiawn o mtrllmu µaodtc nwrto atwood SIN= DOOR W/ 1X BUCK SoIN5171UATKIN 1 12 W/7JC BUCK lSTALLATION13 10 10 nEr a • 10 DETAIL ' S• W/ 1x DUCK 50 0 IZALISALLATION XUCK 13 DETAIL a- gc OEUL 5. 49 0 JO WAX BUCK 13 0 J1 INSTALLATION St w , x BucK I ALLATION ? - ASTPAGAL & SURFACE BOLT 6 STRIKE PLATES ® HEAD n 31 31 = o G — O M 24 12 30 c 30 O`''a Mrs- 0m an JK DETAIL " 1• O°` ° f LFS SURFACE BOLT STRIKE PLATE Rw THRESHOLD FL 13000.4 J2 - JZ 4 Zio I 1. OF$ j pi 166fT 1&3r 2D.dr 1B 14M Is \ ¢2a v v 27 TYP' * 4r wr TYP. oss ous over F-- SEE NUTS 1 v 4 0 DJV-- — - am0 < 12AMAWDETAILg NOTE, 21 N.T.S. MUD JK n 1. THE ASTRA AL BOLT HAS A 3` THROW AT THE TOP am an LFS iANDTHESOrMK .a a FL-15000.4 DWI or IY arm amalm Mrlew I FM 12A= MC SM (2t RL TIM 18EAiJ=er ilklOAA-MJ NW *9 CbMIM 6<mIL)-AW) FUENGLUS u SMW sr6YMoran-M .ae 1 11Gtati tSs C war S71E 1RVEE ARE MMOOM PW ST•RA fC W Wt RAR Now cmfvw 1OYt 1.210s OBrFEW o7AVRts,If2t ItE?T10%710P I= e r { MNGE Ail f0 r Vr La. PIN a000 SMVSIlF1 t1 1AS , l- I000 P51 llal COR E DOf001odtO 10 AOJOfastotLrSvetOorouxrowwerowsalao 0MME rA LQ MN NOW SWEW REEL IE10f I PRf Sim IS So= mnam MM .OID fA1R11!>ED 1Wftl 16 S am SC s. ILW R1100 17 UAY 1 C SM81 dVE94i0000 IDDI - SWAIM SIM 19 MJAMMIO RMW iss11mr rA> tlw sc-QA 22 IOCE AAY[1 fts mm 23 li GfStr oEAoeoer - SW 14 24A ASWSAL FUMN IIW ELM BW a1LIM If IX Eu,. 17 a r f-t UL P MEMWSMICTOMDOORSimiLr1-S SMAWIft0r2-1 RFJAIS 32 1114 M CRUW MAW TAPE STYE-! W- PVC Jr 1 PIASMC Lp Lot ax is I ENAW" P9NDOOCiA AX W= R 1 SOUR DOE 510E IFUNUUMM FM SC-W) Elm 10 r 1- f EG "M WOW Mm STEEL 38 1 4' r 2 1 4 PfM OM aR 11W CUNCRM SMEW sm Ifr r RN PM OOHCWr 300 ME. 73131 41 4-10 r 1 1 PIAmElY SEEM e : Lc roanSMIN sm I r I OUIRIER AMM PJNLR Jmwm Fm m w 45 1 L. r D{0'M WAD XV NAR SIFEL 44 bkS SLIFUCOU 54 .25 SEEM SIM 47 t 4-20 SIX WJ W t 70 I , COU ME SDU SVTE L 50 1 4 r J-t 1 101 Pflf a—M STEEL I IS a000 =OWE A A W CWFGW So SS AM SIaF ftiWIM ME, SG* 57 153 NUUM IM ROW CGLP0n Imr 1 T p Af nN(TER JOINTED PONDMS4 PM SO-0.43 r u- I® O R a' r-221Y--_ 11 t, L 1 JO fiURFAGE BOLT S7RM0' PLATE /.729' STEPLi Z 3 M 8 WSW MG DOOR BOTTOU SWEEP VINYL .080- MAX WALL, 035' TAM. WALL 15 INSWING SIOELItE "" vA BOTIOM BOOT 1cm CA vs 0.09' E MUDE D WNYI. WALL rAvItr.: FL- 1Jea000.4 m. ewa....s.- R W 'R W Bufld* Consultants, Inc. B Conshddog sad Baglneering Services for the Building f ldastty C P.O. Mac 238 votrlca. FL 33$95 Phono 8I34 9.9197 Fla NaBoardorPraWOWBndm=ChrdinmtoorAmhmintiooNo.9813 Product Category Sub Category Manufacturer Product Narne Swinging Therma-Tru Corporation Fiber Classic" / *Smooth Star" Nxtetfor Exterior Door I 18 Industrial Drive 810 Mewing w/ and w/out 91den<gs Doors Assemblies Edgerton, OH 43517 Fiberglass Door Phone (410 2084740 Non-Im ad' Socpe: This Is a Product Evaluation report Itsued by R W Budding Consultants, Inc. and Lyndon F. Schmidt, P.E. (System l) ff 1998) for ThemesTru Corporation based on Mute Chapter No. 61G243, Method 1 D othhe State of Florida Product Approval, Department of Business & Professlonel Regulation. RW Building Consultarde and Lyndon F. Schmidt, P.E. do not have nor will acquire flnandal interest In the cwnperry manufacturing or disMbuting the product or in any other entity Involved in the approval process of the product named herein. L/rrlftadons: 1. Thfs product has been evaluated and Is In compliance with the 61h Edition (2014) Florida Building Code (FBC) structural requirements including the •High Velocity Hurricane 7.one° (HVHZ). 2. Product anchors shall be as listed and spaced as shown on detalls. Anchor embedment to base material shall be beyond wan dressing or stucco. 3. When used In the °HVHZ" this product is required to be protected with an Impect resistant covering that complies with Suction i We of the IBC. 4. When used In areas outside of the "HVHZ° requiring wind borne debris protection this product to requtred to be protected with an impact resistant covering (hat complies with Section 1609.12 of the FBC. S. For 2x stud framing consbuo0on, anchorIng of these units shall be the stone as that shown for 2x buok masonry construction. 6. Site conditions that deviate from the detalls of drawing FL-1500D.4 require further engineering analysis by a noensed engineer or registered architect. 7. Inswing configurations do not meet 'the water Infiltration requirements for the °HVHP. inswing units shall be metalled only In non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to all is less than 45 degrees. 8. See draWtig FL-16000.4 for size and design pressure limitations. suppoffingr Comments: 1. Test Report No. Tort Standard TEL 01480387-A,B,C ' ASTM D635.03,ASTM D1929-96 ASTM D2843.99 TEL 01460336-A,B,C ASTM D83tW, ASTM 01920-96 ASTM D2843-99 STTS00001 MTM G20-06 16427-t07362 ASTM E8"Oa ATI e7608.01.10e-18 ASTM 131926-98 ETC 01-741-10701.0 TAS 202.94 ETC 01-741.107MO TAB 202.94 ETC 01-741-10593.0 TAS 202-94 TEL 06•1031.3 TAS W2.94 TEL 06-1031-4 TAS 202-94 Testing Lebo ory Signed by Testing Evaluation Lab.,lnc. Lyndon F Schmidt, P.E. Testing Evaluation Lab.,fna Lyndon F. Schmidt. P.E. Sub Tropical Testing Omega Point Laboratories Arohitectural Testing, Inc. ETC Laboratories ETO Laboratories ETC Laboratories Testing Evaluation Lab,lnc. Testing Evaluation Lab.,lnc. No, FILDrawing1500 Prepared by 4 0.6 t' L.f r J • P No. FL 15000.4 RW Building Consultants, Inc. (CA 09813) c 0. Calculations Prepared by i •':'+.i f tt; fi•; °e Anchoring RW Bu(fding Consultants, Inc. (CA49813) ASTM El$00 Glass Load Lyndon P. Schmidt, P. Qualify Assurance o 7 Certificate of ipallon issued by Nam Accreditation and products ; }t Institute oe that Thera-Tru Co within a quality assurance program that compiles with ISOAEC 17020 andQuids53. t.'.•`•'' ; •, S ,_. +c sheet 1 of I Lon Hicks, VP Operations William E FRO, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E Wendell W. Haney, P.F- 81cmed 8e Sealed b Lyndon F. Schmidt, P.E. F. Schmidt, P.E. Lyndon F. Schmidt, P.E. FL PE No. 43400 Irmol6 Florida Building Code Online Page 1 of 3 4L"ih1i1516i1'dlfJalii`il76il•M POW Ilenulmaiw eas home I Lop rn I user Rewivaom I MSTaplo I submn suuhame I sob a Fags I ftwt Wns I Fac stag am sa Map I Etch I se.,Ch I neBOeuJJ Product Approvalove! I uSAPwlcuer Regulation raQy > piaduC er Aoellotron Saanir > AmnnVon Lis > Agrlwtlon DOW) FL A FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Emall 6S0 West Market Street. Gratz, PA 17030 717) 365-3300 Ext 2560 bsMingar@miwd.com Authorized Signature Brent Sitlinger bsitlinger@mlwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Bftdor Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardoopy Received Florida Engineer or Architect Name who developed the Luls Roberta Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Instltute Quality Assurance Contract Expiration Date 12/31/201S Validated By Steven M. Ur1ch, PE Validation Checklist - Hardmpy Received Cartlfirate of Independence Referenced Standard and Year (of Standard) EquIvalence of Product Standards Certified By Sections from the Code Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 01 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 OYes ONo ON/A haps://www.floridabufl(ling.org/pr/pr_ttpp dtl.aspx?param vGEVXQw0gtH8572gvdW1... 8/31/2015 Florida Building Code Online FL15332 RZ CAC FLIS332-COMP.udf Product Approval Method Method 1 Option 0 Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/201S Summary of PredueM Page 2 of 3 FL # Mode, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZt No F115332 RZ 11 08-00500C.odf Approved for use outside HVHZi Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressurai N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.2 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGO OX, XO, XX 96'x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 It 08-00498C.odf Approved for use outside HVHZ' Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108058.odf PRESSURE RATINGS Created by Independent Third Patty: Yes 15332.3 SERIES 420 AWMINUM SGO SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4'x96' Limits of Use Installation Instructions Approved for use In HVHZ: No EL15332 R2 Il 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: WA Revaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 965t96' Umits of Use Installation Instructions Approved for use In HVHZ: No FL1S332 R2 II 08-02249A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Othert RJR TO APPROVAL DOCUMENT FOR DESIGN FLIS337 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 HVHZt No FLL5332 R2 iI 08-02ZSOA.odf Approved for use outside HV"Zt Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OY, XO, XX ALUMINUM SGD 96"6' Limits of Use Installation Instructions Approved for use In HVHZ: No FL IS337 H 08-00499Codf Approved for use outside HVHZt Yes Verified By: Is Roberto Lomas 62514 Impact Reslstantt No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2E5108068.0df PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' ALUMINUM SGD https://www.floridabuilding.orglptlpr app_dtl.aspx?param=wGEVXQwd)gtH8572gvdWI... 8/31/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 lI 08l10SOICodf Approved for use outside HVHZi Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN ELIS R2 AE 510808B.odf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD )00( 143"7c80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 RZ It 08-00502C.Odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lamas 62514 Impact Resistant. No Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS33Z R2 AE 510809B.Ddf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 II o8-0OS03C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Othert REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE S10810B.odf PRESSURE RATINGS Created by Independent Third Party: Yes CoritzaUs n 1940 ROM NOmoe ShML Tabahasee FL 32399 Phone: 950497-1821 The State of Florida k an AAMW employar. Couw:oht 2007-2013 State of Florida.:: ra Aft :: Reftmd statement Urdu Ronda low, email addresses am public remnts, lid you do not want your e-mall addren released n reSponse too public-raeords request, do not Bond electronic mall to this anft. Instead, contact On dike by Phone or by traditional mat. It you haw any auuttons, Phase Contact OS06457,Ins. rvrwivmt to Secilen 4Si27S(1)), Fkrda Statrdd1 dkedm October t, 2012, bc&sus lrarmd order Chapw 4SS, P.S. must provide tha Dep .tz.— with an smell address it trey have one. Tho emals provided may be read far olnr6l commndcaeoe wit the tcensu. Hwwver email add rmMora publicredend. n you do not vdsh ta supply a personal addres, Please povids the DeparLnent with an anal addran wldich can be made available be the public To determine C you are a licersea under chapter 455, P.S., place click hS3 , Product Approval Accoptss Cr1: d tSAFE https:// www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 I nN I 00mvp m I cm I Amon w I A I ADDED FLANGE AND FIN WSTAMATION 1 12/10/13 1 R.:. I NOTES. 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE, SELECTION OF COATING OR MEL49PANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL- EXTRUDED ALUMINUM 6063—TS. S. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTI1r SYSTEM IS REQUIRED FOR THS PRODUCT IN WIND BORNE DEBRIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR '.WTH 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 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/6- MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11, FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO,ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE ISTAICE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. TOR ANCHORNG INTO METAL STRUCTURE USE f1D SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BE`ONO STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 13. ALL FASTENERS TO 9E CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD — MINIMUM SPECIFIC GRAVITY OF 0-0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TY?E 1 (OR GREATER). D. METAL STRUCTURE: STEEL ISGA. 33KSI OR ALUMINUM 6063—TS 1/$- THICX MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PXY XIP, PIX MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 TABLE OF CONTENTS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" DESCRIPTION NOTES 1 I NOTES 1cllwrne 2 — 3 ELEVATIONS V.L. _ OB-02249 10 1 INSTALLATION DETAILS =" HTS I WE I O/30/13 I R 1 SIGNED: 12I1S2013 I FL HE 95' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 15 FOR NUMBER OF LOCATIONS REQUIRED 6 MAX 6' M0 r I IAX AME IGHT L e' MAX 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER L7C1EAW VIEW DESIGAI PRESSURE RAnINQ DAPACT RA7WQ t85.OPSF Nonce W17142-h=SILL SEE CHARTS #1 AND 02 FOR OTNER LWIT RATINGS DESIQN PRESSURE RATINO INPACr_ 77NG 25.01-28.6PSF NONE Wr7H 1-WSILL SEECHARrS 03AND a/4 FOR OTHER UNITS RATINGS CKARTff WM12-lArSLI WHERE WATER INALTRA TOM RESISTANCE ISREQUIRED Da49 n prosla/n chat ON* n, laM ns Rmo FYbM mi OA 2" Q.0 IOA a raa0 asap Pea ss Pam, ro sn Nea d eD f40 40A 66A 40A 6OA 40A 0 40 4 46D 40D 1 43.0 1 30A a o46, 0aoa37.1 1 17.1 a" A 4aa 4 x1 0 0 CHART02 WMf2- 113r= L WHERE WA INFILTRA770H RESISTANCE IS NOT REQUIRED. RFF Atl7F a MEET I OcoaR pressure ~ ( pOQ Gh&pmndlffdTolml" f@, n Flame a40 aa. 0 4LO 4tA m n oo ALSO Poo sa N o, Nee Pas mom t0 UA 1 60 A 420 aa0 632 1 602 1 46A fzfA A A 39.4 am a! A I 02A A 40A S" 4aa 4 MUM Desmw Ia1X I WE NORWEa ADDED FLANGE AND FIN INSTAUATION 1 12/10/13 R.L. CHART$3 W"m J-(ArSIU. MERE WATERWF2TRATION RESISTANCE IS REOUIREO. Desfpn pressue Marl" 1 Rna vycm rrne at0 1 at0 1 420 M aam1 72" 1 84AP POe I Nee I Pa, I Meg 1 P48 1 Nag IPo,I Res 0 26. 0 7!D 41.7 1SA 7A 8L l4.4 9 aS2 no 27. 0 1 4%9 1 2LO 372 1 zg I I! A 2& 0 1 40] 31.4 CHART i4 Wr1N 1- 1/2.a" WHERE WA7ER INFILTRA7ICN RESISTANCE IS NOTREOLWED. SEE NOTE 9 SHEEr I CHARr6E Des18n promfo ehnt rpso a Penal, Tau a0A 43A 4a.0 a 0 7LOO O e SLOP Pas Nap Pm Naa Pas N4a Poe Noy 810 1. 7 31A 34.4 4A a 4] A a 3 A 363 1 332 1 31A I > 0m0er 0r4llC/ arlowtlanrnaWlM STnatsPalalaM T6OIP1ana l6.a 420 RA ffA NaS A e44 r1ol 4eaeasaMIWINDOWS CRODOORS LLC SB RD CARROLLTDN. TX 75006 r GENSF 9dt SERIES 420 SGD REINFORCED WITHOUT ADAPTER o ELEVATION TAT E OF V.L. 1 08-02249 1 A 9 M FIL HD BB' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 16 FOR NUMBER OF LOCATIONS REOUIRED 6' ma 1 - 1 5' MAX I I B' TIAIJ( 6` AX WE GHT 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER DaERIOAVNEW OMOVPASMAIERATING NMPACTRAMO 35.OPSF NONE wffNz-ta2'SNLL SEEONAMS Ot AND 92 SHEET 2 FOR OThM INN1T3 RATINGS DESl W PRESSURE RATING IMPACTRATING 25.01-28.6PSF NONE H7774 1-1R" S01 SEE CKAR7S 03AND 14 SHEET2 FOROTNER LWIM RA71AAW I mV I oEsa IDN I owt I APPIPAID 1 I A I ADDED FIANCE AND FIN INSTALLATION 1 12/10/13 1 R.L. CHART/6 Now~ olfnraor 1ea70en"mmi"n Reu 4b Tbbl t&d%Wlm (p) As o ano I aao ao 1 oe oao 7zo 04.o 0WATOH" Roe N4C 4em6 um bob o 4 e 6 e e e e e oe. o 4 o s e 6 e o e ezo 4 4 e 4 e e e oao 4 e a e e a e e 5 3/8' 2 1/3Z• 2 I/3r sru ALUMINUM 60M*T5.007NICK 2' I i/r SILL AWN/ MM 6069•T3.055 TACK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96` x 96, FIN ELEVATION V. L. 08—OZ249 10 1/2" MIN. EDGE DISTANCE FWGM oocpwnw I QKM I AMMOV0 ADDED FLANGE AND RN INSTALtAMON 1 12/10/13 JILL 1 3/8- MIN. WOOD FRAMING EMB MENT OR 2X BUCK BY OTHERS 1/4" MAX. 10 WOOD SHIM SPACE EMBEDMENT r SHIM"SPACE SCREW INTERIOR 1MIN.K-/?ooEDGEEDISTANCET1 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR I _LI ILJJ 1NTERIOR VER7ICAL CROSS SECTION WOOD FRAMTN4 OR 2XBUGIT DNSTALLATKAV NOTES: 1. fMTER1CIR AND EIfMWR FIMISNES. BY0IHER$ NO? SHO WN FOR CLARfIY. 2. PERfME7ERAN0JON?SE4LANT BY OTHERS TO BE DES/ GhED AVACCORDANCE 1W WAST61 E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL EE SHEET 3 OR SILL OPTIONS MEN. ENT 010 WOOD EXTE SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMMD OR 2X BUCK hY9TALLATTON BY OTHERS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" z 96* FRAME INSTALLATION DETAILS Alft wo m A L, 08-02249 UNTS - 10/30/13 -4 OF 10 5 11T1I11L1o J'/ i tBlF'9( p METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS SUERIOR 1 /4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN 3ED OF WLXE7M 116 NSTRUOTION ADHEWE EQUAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SEC770N METAL SMOUREIN8TALLAT ON NOTE Y. INTERIOR AND EXTERIOR FINISHES. BY OTHERS N07SHOWN FOR CLARMY. 2 PVWE7TAAND JOINT SEALANr BY OTNERS TO BE DESIGNED PI ACCORDANCE HRTHASTU E21 12 7- 7/8' MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING CREWS METAL STRUCTURE BY OTHERS lav otswrroN oar .r. A ADDED FLANGE AND FIN Q15TAUATION 12/10/13 1 R.L. 1 /4' MAX. r SHIM SPACE IINTERIOR EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCT UREINSTA .LAT/ON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75008 SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATIDN DETAILS WAM 11MG tm V.L. 08-02249 W-A1= NTS lnkw 10/30/13 1 9W 5 OF 10 AIVoy6 26T CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TOPROPERLY SECURED SEE NOTE 3 SHEET 1 2 1/Y MIN. EDGE DISTANCE 1 1/4MIN. a ,' a• . EMBEDMENT 1/ 4 MAX. SHIM SPACE 3/ 16- TAPCON EXTERIOR LLU ILJJ INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL 3/ 16' TAPCON SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS r - i t r .. 1 1/4' MIN. EMBEDMENT i = r 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECT70N C0NCRETEU4S0NRYINS7ALLA77ON 1 1/4- MIN. EMBEDMENT 2 1I/2• MIN. o " EDGE DISTANCE T 3/ 16- TAPCON CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 RMSmlS oescAmmN out rarPRaUm ADOE SAME AND FIN LUSULUTKIN 12/10/13 R.L 1/ 4' MAX. SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL CONCRE7FJMAS0NRY 1NSTAUAT 10N MOTES: 1. INTERIOR AND EXTERIOR RN/SHES, BYOTHE NOT SHOWN FOR CLARlT1: 2 PERIAIETERANDJOWTSEALANTBYOTHERS T'0 BE DESIGNED 91 ACCORDANCE wTTHASTME2I IP MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 9r z 96' FRAME INSTALLATION DETAILS ORARA am NS R V. L I OB-02249 NTS — 10/30/13 —6 OF 10 1/2' MIN. EDGE DISTANCE WOOD FRAMING 1 3/8- MIN. OR 2X BUCK EMBEDMENT BY OTHERS MAY - SPACE 10 WOOD SCREWS I 1 3/8- MIN. EDGE DISTANCE 1/4' MAX. SHIM SPACE oanarlrou ot1[ 4rv awm AOOW FIRM AND FIN INSNAA110N 12/10/13 ILL uurcnrnn EXTERIOR LL11 ILJ I INTERIOR u SILL TO BE SET IN A BED OF WLKEM 116 CONSTRUCTION ADHESIVE 10 WOOD OR EQUAL SCREWS f1O WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS EXTEI WOOD FRAMING OR 2X BUCK JA 41B INSTALLATION DETAILBYOTHERSWOODFRAMINGWOODFRAMWOOR2XBUCKIN8TALLATIONOR 2X BUCK BY OTHERS 1 3/8' MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X SUGK WSTALLA770N NOTES: 1. NITERIORAND orrERIOR FLmw' 8, BYOTHERS, NOT SHOWN FOR CLAmTY 2. PENACFERAND JOW%SF.AILINT BYOTHERS TO BE DESIGNED INACCORCANCE W MASM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 J v, k; SERIES 420SGDREINFORCEDWITHOUTADAPTER96' x 96" FLANGE INSTALLATION DETAILS O 4MIt on L 08- 02249 A NTS — 10/ 30/13 —7 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE GY OTHERS EXTERIOR 1/4• MAX. SHIM SPACE J10 SMS OR SELF DRILUNC SCREW INTERIOR SET IN VULKEM 118 ON ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE IASi7ALLATTON NOTES: I. INTERIOR AND EXTERIOR FINISHES, SY OTWERS, NOT SHOWN FOR CLARI/I: 2 PERIMETFJI ANDJOWT SEALWT SYOTHERS TO BE DESIGNED INACCOROANCE WRTI ASTM EPI F] 7/8• MIN. EDGE DIISTANCE J J10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1/4' MAX. SHU SPACE ACD413 DQCItlP'It7N OMLC I APPOOM ADDED FLAT= AND FIN 0MAIJRI014 12/10/13 I ILL JAMB INSTALLATION DETAIL METAL STRUCTUREINSTALLATION III WINDOWS AND ODORS UC aot"!'iov,, 1001 W. CROSBY RO CARROLLTON. TX 75006 5 • • • • . 'f' v, GENSR d SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" 0 FLANGE INSTALLATION DETAILS TATE OF oRAme V.L owo wo 08-02249 ayspppi'Lfc G A plOR10P• NTS — 10/30/13 —8 OF 10 2 1/2" MIN. EDGE DISTANCE A l s 1 1/4" MIN. EMBEDMEW 1 1/4` MIN. CONCRETE/ EMBEDMENT MASONRY 1/4` MAX. BY OTHERS SHIM SPACE 0 SUWALC TO BE r ; 1/4` MAX SHIM SPACE PROPERLY MIN, y1 SECUREDSECURED EDGE r SEE NOTE 3 DISTANCE SHEET 1 ad 3/18` TAPCON EXTERIOR IJJJ Uj INTERIOR SILL TO BE SET IN A BED OF VULKEM 118 CONSTRUCTION ADHESIVE 3/18` TAPCON OR EQUAL SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS t . p 1 1/4" MIN. a• • EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETFJIYASONRY INSTALLA71CN 3/18' TAPCON CONCRm/MASONRY BY OTHERS OPTIONAL 1> TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. 10MMOA AND EXTERIOR FUIISHL:S BYOTHEERA NOT SHOWN FOR CLARITY. 2. PERIMETER AVO JOd?SEALANTBYCTHERS TOSS DESIGNED IN ACCORDANCE WITH ASTAI E2112 WOOD FRAMING MAX By OTHERS r SHIM SPACE AFI INTERIOR 1 1/4" MIN. DMEMBEENT T-6 IS WOOD J SCREW 7/16' MIN EDGE 01STANCE IS WOOD SCREW 7/18" MIN EDGE DISTANCE EXTERIOR EXTERIOR awara 0hX I ..gym ADOM FIANCE AND FIN INSTALLATION 12/10/13 1 ILL. 1 5/8" MIN. EDGE OIST. TRIM 1 1/4' MIN. INTERIOR ,.. EMBEDMENT MASONRY/CONCRETE BY OTHERS I BUCK BY OTHERS, NOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16, TAPCON JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCK WOOD FRAININGORPXBUCK WSTALLAMN HOOK STRIP INSTALLATION MASKAVRY) CONCRETE 1 1/4" MIN. METAL STRUCTURE EMBEDMENT WOOD BY OTHERS FRAMING TRIM 7RIN BYOTHERSINTERIOR1/ 4" MAX' 1 3/8" MIN. 1 SHIM SPACE EMBEDMENT INTERIOR INTERIOR VERTICAL CROSS SECTION KMD FMIMMO OR 2X SUCK W57ALLATM FOR SILT. IAWALLATnV SEE SHEET$ 4•0. I — HOOK STRIP HOOK STRIP 810 WOOD S10 SELF DRILLING SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 27KBUC4QVJVCD FRAMNG METAL STRUCTURE MI WINDOWS AND DOORS LLC `tttt111!II/i, 1001 W. CROSBY RDADETAILS R• Lp,' CARROLLTON. TX 7500 MOMS SERIES 420 SOD REINFORCED WIT9: ,114a,.8 5 i. WTERIORMMEXTERIORFIMSHE4,BYOTHERS, OK x TAL96"((,tBy,T(, t c NOTSHOWNFORCLARRY NAILflN de HOOK INSTALLATIOpA OE2PERlMEMANDJO/MSEALANTBYOIHERSTGBE oweoweNaOES/GAMINACCORDANCEWITHAS7NEP1I V.L OB-02210ttsAA NTS °°C10/30/13 T41 Amos 1/2' MIN. 6aaannon WE .rmwm EDGE DISTANCE A ADDED CHAR19 03/05/12 R.L B RVG D PfM NEW TESTING 10/15/1-3 FLL 1 3/8' MIN. C ADDED FLANGE INSTAUATIONS 12/06/13 ILL WOOD FRAMING EMBEDMENT OR 2X BUCK L BY OTHERS 1 3/8' MIN. 1/4' MAX. 1/4' EMBEDMENT r SHIM SPACE SM , I oSHIM SPACE INTERIOR • 10 WOOD 1/2" MIN. SCREW EDGE DISTANCE EX7ER10Fi INTERIOR 10 WOOD SCREW SILL TO BE SET IN 10 WOODCREW A BED OF 118 ION ADSCREWCONSTRUCTIONADHESIVE OR EQUAL SEE SHEET 2 EXTERIORFORSILLOPTIONS WOOD FRAMING OR 2X BUCK WOOD FRAMING JAMS INSTALLATION DETAILBYOTHERSOR2XBUCKWOODFR4ARMGORzxBUCICINSTALLATIONBY OTHERS 1 3/8' MIN. EMBEDMENT VER77CAL CROSS SECnON WOOD FRAMING OR 2X BUOX INBTALLATIC,N MI WINDOWSDOORS LLC `S 11 1111L/O' 001W. CROSBY RD CARROLLTON, TX 75006 `J GBIYg'91p y SERIES 430/" 0 XIX SGD !r• 0 1 *= NOTES: 143" x 96" REINFORCED 1.INTERIOR AND Fx7ERIORFWIS IEs,e1 oiNEAS FRAME INSTALLATION DETAILSE OF NOTSHOWNADRCLARITY. DCOROANCEN7TTIASTMST08E Ow0 ecv:°IORIO. mcna: n0. DESIGNS WAC o8—ooso3 c oA,c Nn 41t Pit NIS0223/09 3 OF 9 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SECTION METAL STRUCTURE #4STALLATXO1 NOTES - I. INTF7910RAND EXTERIOR RNISHES, BYOTHERS NOT SHOWN FOR CLARITY. 2 PER NETERANDJOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCEWTR/ASTN 22119 1/4' MAX. SHIM SPACE 10 SMS OR SELF ORILLING SCREW INTERIOR 7/8" MIN. EDGE OISTANCE 10 SMS OR SELF ORIWNG SCREWS 0 BE SET IN i OF VULKEM 116 RUCTION ADHESIVE IUAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS 1/4" MAX Wu wACF EXTERIOR gonna av o1:re1®ron DATE APP110A 6 A AOOM CHARTS 03/06/12 R.L. B RENSED PER NEW IESONG 10/13/13 RL C ADDED F ANOE INSTALL00N5 12/00/13 R.L IAMB INSTALLATION DETAIL METAL smucniPE WSTAUATION M( WINDOWS AND DOORS LLC 1001 W. CROS3Y RO CARROLLTON. TX 75006 SERIES 430/"0 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS mum 011Q N0. F.A. 08-00503 u". NTS — 02 23/09 '-4 OF 9 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR 2 1 /2' MIN. IDLE DISTANCE 1 1/4' MIN. EMBEDMENT 1 1/4' MIN. EMBEDMENT 2 1/2 EDGE DISTANCE 1/4' MAX. j SHIM SPACE 3/16' TAPCON 3/16' TAPCON CONCRETE/MASONRY BY OTHERS INTERIOR SILL TO BE SET IN A BED OF VULKEM 115 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 1 1/4' MIN. 4 EMBEDMENT VERTICAL CROSS SECTION OM4CREI'SU SONRYINSrALLATION EDGE DISTANCE ISTANCE REV V=lp " MTE A* WOO A ADDED CHARTS 03/05/12 R.L. 9 REVISED PER NEW 7EMM 10/15/13 R.L C ADDED FLANCE WSTALLATIONS 12/05/13 ILL I 1/4' MAX. 1 I SHIM SPACE IAMB INSTALLATION DETAIL OPTIONAL 1X BUCK GONORETEAMSONRYINSTALLATTON TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1, fIYJERIOR AND EXTERIOR 19N1SHE5 BYOTHERS• NOT SHOWN FOR CLAWTY. E PER2d2TS9 AND JOWrSEAIAN)•BYOTNERS TO BE DESIGNED WACCORDANCE 10MASW Elf Y2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 73006 SERIES 430/440 XIX SGD 143' x 96' REINFORCED FRAME INSTALLATION DETAILS own+: cxo Na F.A. 08-00503 W-" NTS I um.02/23/09 IwwS OF 9 J J\ • GEN -'dd,,d i. ihn b111t 1/2' MIN. atv OcRmpflom WTE ama4m EDGE DISTANCE A ADOW CHARTS 03/00/12 RL 9 REVMCD PER NEW TESUNG 10/15/13 R.L. 1 3/8' MIN. C ADDED FLANGE IfWAUAMONS 12/06/13 R.L. 000 FRAMING ONBEQMENf OR 2X BUCK _' BY OTHERS 1 3/8' MIN. 1/4, EMBEDMENT r SHIM SPACE MAX. SHIM T- INTERIOR SPACE 1/2' MIN. f 10 WOOD EDGE DISTANCE SCREW _ J EXTERIOR INTERIOR 10 WOOD SCREW 10 CREWWOOD SILL TO BE SET IN ii I i A BED OF VULKEM 116 COTRUCTION ADHESIVE OR EQUAL W000 FRAMING EXTERIOR SEE SHEET 2 OR 2X BUCK FOR SILL OPTIONS BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING WOOD At4IVIIGORVBUCKINSTALLATION ORBY2XOrH As 1 3/6' MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSrAUATTON MI WlNooww. cRoAND seY00 RS LLC It L0/// CARROLLTON. TX 75006 SERIES 430/440 XIX SGD*"- A NOTES: 143" x 96' REINFORCEDF.INTERIORANDEhTERIORFINISHES.BYOTHERS FLANGE INSTALLATION DETAILS OF NOT SHOWN FOR CLARITY. i0• (4 2PERrMETERAN0J09drSEALANTBYOTNERSToBE oKom OD-00503DESIGNEDINACCORDANCEWMASTME2T12 OHAL \ x+ie NTS I WE 02/23/09 lOw6 OF 9 J1f1111111\\ Iuv oes ImoN a1c .miou® A ADDED CNAM 03/00/12 RL B REVISED PER NEW TFSTYIO 10/15/13 ILL METAL STRUCTURE 1/4MAX. C ADDED FlIMCE INSTALLATDNS 12/00/13 ILL BY OTHERS 17t SHIM SPACE 1/ 4" MAX. r SHIM SPACE 10 SMS OR + 7/B MIN SEDRILUNC SCREWEDGE DISTANCE INTERIOR O INTERIOR OD Li EXTERIOR 10 SMS OR SELF DRIWNG SCREWS Li SILL TOBESETINABED Of WLKEM 116 CONSTRUCTION ADHESIVE 10 SMS OR OR EQUAL METAL SELF DRILLING STRUCTURE SCREW BY OTHERS EXTERIOR METAL STRUCTURE SEE SHEET 2 FOR SILL OPnONS JAMS INSTALLATION DETAIL BY OTHERS g METAL STRUCTURE INSTALLATION N VERTICAL CROSS SECTION i& AL STRUCTUREMSTAUATION MI WINDOWS AND DOORS LLC R!Ito i, v\6EIYS' 9 CARROLLTON,LTX5006SERIES430/ 440 XIX SGD 0 6 NOTES 1. INTERIORAND EXTERIORFWISRES BYOTHERa 143' x 96' REINFORCED FLANGE INSTALLATION DETAILS TAT pERjbjMRAAI JoWrSE4LANT 6YOTHERSTOBE pMMI: 91I0 wO ILEV 06-00503 C O'c'•'CDRIOQ:• iF '•...• Ca DEBIONEDINACCORDANCEI4TIHASME211Y F. A. lllllill sc u WTClumn2/23/o9 lzmw7 OF 9 CONCRETE/ MASONRY BY OTHERS 2 1/2• MIN. EDGE OISTANCE 1'. ., 1 1/4• MIN. a + ' EMBEDMENT OPTIONAL 1X BUCK TO BE PROPERLY • 1/4• MAX. SECURED SHIM SPACE 8 NOTE 3 SHEET 1 3/16- TAPCON EXTERIOR II 1I II II II II INTERIOR 3/16• TAPCON II II II II II (I 1 1/4' MIN. EMBEDMENT 2 1/2• MIN. EDGE DISTANCE 3/16• TAPCON CONCRFTE/MASONRY BY OTHERS SILL TO BE SET W A BED OF VULKEM 116 CONSTRUCTION ADHESNE OR EOUAL SEE SHEET 2 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS — 1 1/4• MIN. EMBEDMENT e VEFMCALCROSS SECTION 2 1/2' MIN. CONCRE/ FJMASONRYWSTAIIATION EDGE OISTANCE 1 / 4• MAX. r SHIM SPACE opnONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 ac aa aiv oOxim now o.2 arpAo+EO A AOOED CHARTS 03/00/12 8,6 B REVISW PER NEN TWNC 10/15/13 ILL C ADDED R.ANCE PWAL AT10NS 12/06/13 ILL JAMB INSTALLATION DE7AIL CONCREIFJMASONRYINS7AU ATTON NOTES: 1. fMERIOR AND EXTERIOR RNISNES, BYOTHERS, NOTSNOWN FOR OLARITY! A PERAfEIERANDJOWr8EALANT8YOTHSR$ TO BE DESIGNEDW ACCORDANCE N9THAST111 E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON. TX 75006 SERIES 439/ 440 XIX SOD 143" x 96 REINFORCED FLANGE INSTALLATION DETAILS NMI. owe m F.A. 1 08-00503 sear NTS Imm 02/23/09 Imw8 OF 9 EN•.,,9, AA k6gf r 1 5/8' MIN. EDGE DIST. TRIM INTERIOR MASONRY/DONCREIE ^ BY OTHERS HOOK STRIP -—-_ 1 1/4' MIN. EMBEDMENT T lX BUCK BY OTHERS. 1X BUCK TO BE PROPERLY SECURED Ill l 3/16' EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLA7701V A0ISONRY/0ONCRETE INTERIOR TRIM 1 3/8- MIN. EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR a PANEL INTERLOCK HOOK STRIP INSTALLATION 2X9UCK4V0ODFR4AGNO RrAsom uEsomm«1 onr m ADDED CHAT$ 03/05/12 R.L RrAm PER NEW TC51WG 10/15/13 A.L. ADDED FLANGE INSTALLATIONS 12/06/13 RL METAL STRUCTURE 8Y OTHERS TRIM INTEFOOR HOOK STRIP 10 SELF DRILLING SCREW PANEL TEEXRIOR IM ERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERl0R AND EXTERIOR F/MSNEA 6YOTHERS. N0T'6NOWN FOR CLARITY. Z PERIMETERANDJOIM'SEALANT 8YOTWASTV BE DESMMOINAGCCRDANCE WITNASTM E2112 MI WINDaWw. cRos9DY00 RS LLC L0M9%. CARROLLTON, TX 75006 V`r'••IRv, '\C ENSE; ,19 a R= SERIES 430/"0 XIX SGD 1 x REINFORCED LATION DETAILSHOOKOKINSTALLATION ATAOAT OF' .Z E.,/IGRIO Aj11` A , oro No. 08-00503 an alarNTS02/23/09 9 OF 9 10127/2016 Florida Building Code Online s,,,,.,., 0. scls Home I Log In User Registration Hot Topes submit surcharge I slats 8 Facts I Publrrabons I FBC Staff I aCIS Site Map Links I Search bf r da LON U r 22 Product Approval J •aa USER, Public user Product Aoaoval Menu > Product or Aoolleanon Sg= > Application List > Application Detail FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb O Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850)474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer OO Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE l O Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code I . .. - liiur-NTl1 Standard DASMA-108 DASMA-115 Year 2002 2005 MpsJ/www.floridabuilding.orgfpro_app dll.aspx?param=wGEVXQMDqu lljRfWx(Cw7ojn10heH%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 FL #• I Model, Number or Name 9174.1 15120 / 6100 / 9100 #0228 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 1 5120 / 6100 / 9100 #0229 Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Description 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0228 318958 P7.odf FL9174 1111 II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0229 318959 P8.odf FL9174 R11 It Track Supplement Chart P10.odf FL9174 R11 lI WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.3 15120 / 6100 / 9100 #0230 116' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 1 5120 / 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 0230 318960 P10.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 It 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.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 R11 II 0231 318996 PS.odf FL2174 R11 If Track Supplement Chart P10.odf FL9174 R11 11 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.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 I9' 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 Rll II 0234 319022 P5.odf FL9174 Rll II Track Supplement Chart P10.odf FL9174 R11 II WDJambSuoolementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 httpsJ/www.floridabuilding.orglpr/pr_app o.aspx?param=wGEVXQwtOquFl1JRfWxrou7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 2/6 10/27/2016 Florida Building Code OPoine Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 RI1 AE Eval Rent 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0235 319023 P6.pdf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.pdf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 It WD]ambSuoolementP16 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 RI AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 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 1111 11 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 11 WD)ambSuoplementP16 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI1 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 RI1 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 IS' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0233 319000 P5.odf Approved for use outside HVHZ: Yes FL9174 RI 11 Track Supplement Chart P10,odf Impact Resistant: No FL9174 R11 11 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 R I I AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 20141.odf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 11 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 11 Track Supplement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 R11 II WD)ambSupplementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 653.1)df FL9174 RI1 AE Eval Rept 9100 rl s.odf FL9174 RI1 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 11 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 11 Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 11 WD]ambSupolementPl6 s.Ddf Other: Verified By: John E. Scates P.E. FLORIDA PE S1737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes hopsJ/www.flaridalltdlding.orglpr/pr_app M.aspx?param=wGEVXQwlDqu111JRNVxifw7ojnl0heH%2bRKJkizESWxAzeplCuYBGeGQ%3d%3d 3f6 10127/2016 Florida Building Code Online 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0600 319026 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Suoolement Chart P10.odf Impact Resistant: No FL9174 RI1 11 WDJambSuoolementP16 s.odf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 1111 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL9174 RI1 11 Track Suoolement Chart Pt0.odf Impact Resistant: Yes FL9174 R11 11 WDJambSuoolementP16 s.odf Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 RIl AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 RI1 It 0602 319028 PS.odf Approved for use outside HVHZ: Yes FL9174 Rll 11 Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 II WDJambSuoolementPl6 s.odf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 Rll AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24'. Glazing 0603 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0603 319029 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 11 WDJambSuoolementP16 s.odf Design Pressure: +23.00/-25.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other. Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI I AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 It 0604 319030 PS.odf Approved for use outside HVHZ: Yes FL9174 R I 1 11 319040 P1 Post. odf Impact Resistant: Yes FL9174 RI1 11 Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll Il 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 6S3.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 9174.16 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.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 1I WOJambSuoolementP16 s.odf httpsJAovww.floridabtAlding.org/pr/pr_aW ill.aspx?param=wGEVXOwtDquflIJRNVxIfw7ojnl0heH%2bRKJkizESWxAzegKuY8GeGO%3d%3d M6 1027/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI I AE ASTM A 653,Ddf door. FL9174 RI1 AE Eval Reat 9100 ri s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.pdf Created by Independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing 0606 available in top or intermediate section. 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 11 319040 P1 Post.odf Impact Resistant: No FL9174 R11 11 Track Supplement Chart PIO.odf Design Pressure: +30.00/-33.50 FL9174 R11 11 WDJambSuoDlementPl6 s.Ddf Other: Doors with glazing shall not be used in the wind- Verified By: John E Scates P.E. FLORIDA PE 51737 borne debris region unless protected or unless structure is Created by Independent Third Party: Yes designed as partially enclosed or door is a replacement Evaluation Reports door. FL9174 R I I AE ASTM A 653,odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.18 5120/S14O/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.Ddf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 R11 11 Track Supplement Chart PIO.Ddf Design Pressure: +39.20/-43.70 FL9174 1111 II WD]ambSupplementP16 s.Ddf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 RI1 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 #0608 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0608 319034 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.Ddf Impact Resistant: No FL9174 Ril 11 WD]ambSupplementPl6 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 R I I AE ASTM A 653,odf door. FL9174 RI1 AE Eval Reot 9100 rl s.odf FL9174 Ril AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf 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 1111 11 0607 319033 PS.Ddf Approved for use outside HVHZ: Yes FL9174 Rll 11 Track Supplement Chart PIO.Ddf Impact Resistant: No FL9174 R11 11 WDJambSuoDlementP16 s.odf Design Pressure: +25.90/-28.80 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes B"` a[k N zb Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records If you do not want your e-mail address released in response to a pudic -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 of you are a licensee under Chapter 4SS, F.S., please dick here . Product Approval Accepts: hops•J/www.floridabdldirig.org/pr/pr app o.aspx?Wam=wGEVXQMDqufl1JR1Wxf6u7ojnlCh&4%2bRKJkizESWxAzegKuY8GeGO%3d%3d 56 1027/2016 Florida Building code Oroine M© Credit Card Safe https:/hvww.floridabuilding.orgtpr/pr app dtl.aspx?wam=wGEVXQwt0qufllJRM/x(6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 6 6 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5116" 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 "o 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 1 9 7 6 800 1 9 7 6 No.0737 6 STATE OF i .t ••.!cIOR OP'4? 1. BASED ON 5116" 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 = 16f1 LOAD PER JAMB = 30psf x 161112 = 2401h1ft 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 M-, 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' ADDroved John E. Scates, P.E. 3121 Fairgate Or. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 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 NOTE a 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 3 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 f . 8'C4r W.5V37 O STATE OF 0 • , : f/ 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 = 30pst DOOR WIDTH = 1611 LOAD PER JAMB = 30pst x 16tU2 = 240lb/h 4. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0* MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 3 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)"' 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 1 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 o0ll I I III///, i No. MTV 0 STATE OF i N 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 WAND 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/F2203 Revision P 16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/ NOTE' 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE"OTE + 2000 PSI GROUT FILLED CMU"orE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 9 18 N/A 800 16 1 17 N/A 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 318"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 = 16h LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft S. CHART IS BASED ON 6'-W 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. Aoorovecl Date: 2015.02.20 09:58:01-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 5 318"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LWFT'pTE' 2500 PSI CONCRETEf10c' 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLEDCMU"ore2 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 p,GEN F•• No. 51737 Sot O STATE OF 0-0, FS 1OR1,pQ;Q 1. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2' AND A MINIMUM EDGE DISTANCE OF 3% 2. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4- O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2- AND A MINIMUM EDGE DISTANCE OF 4-. ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30pst DOOR WIDTH = 16tt LOAD PER JAMB - 30pst x 161U2 = 2401b/It 5. CHART IS BASED ON 6'-6' MINIMUM AND 24'-W MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL. INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:27 -06'00' John E. states, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/1`2203 Revision P16 RE wa c® Dalton 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 No. 51737 0 STATE OF ;•jj` QI ONi ;,`- 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 750D7 FL PC 51737 TX PE 56305/F2203 PROFESSIONAL ENONEER'S SEAL PROVIDED ONLY FOR VERVICA,ON OF WNDLOAD CONSTRUCTION DETAILS. 1 6' MAX FASTENERS PER SCHEDULES 1 THRU • MINIMUM 2.4 STRUCTURAL GRADE LUMBER FOR MAXIMUM ATTACHMENT TO SPACING FOOD SUBSTRATE OR MINIMUM 24 FOR ATTACHEMENT TO CONCRETE AND GROUT FILLED CMU. 7YP. SEE DETAILS 1. 2. AND 3 REOUIRED FOR VERTICAL POST REINFORCING SYSTEMS. DOOR HEIGHT 6' MAX 000R WIDTH MINIMUM 2x8 /3 It HEADER LOCK MINIMUM 2.0 /3 SOUTHERN PINE BRACKET SOUTHERN PINE LUMBER. LUMBER. 2-3/4' 2) 3/8' SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4' WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4'. DETAIL 1 MINIMUM 2500 PSI CONCRETE NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. Q HEADER LOCK BRACKET J 4) 3/0- SIMPSON TITEN NO SCREW ANCHOR WITH A 1-1//- 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 U91L MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2.0 /3 HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 3/8' DIA. LAG SCREWS WITH 1-1/4' 00. WASHERS. LAG SCREWS SMALL HAVE A MINIMUM PENETRATION OF 1-9/32' IN70 THE MAIN SUPPORT MEMBER. DETAIL 3 CTURE MAXIMUM I N LOAD CAPACITY OF 2430 LBS DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 REVISIONS ways Dalton 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 MIN 2500 PSI CONCRETE N0.1E: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN 2 3/4• OF SUPPORTING STRUCTURE SMALL MIN EDKE 0 BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE d d 3/6' SIMPSON TITEN NO, 2-3/4- MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCATION JAMB BRACKET 1/4-20a9/16' TRACK BOLT AND 1/4-20 HEX NU TRACK 00 No. 51737so- 0 g?ATE OF tl S .LOR. S ONAL 11111 W Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOIN E. SCATES, PE 3121 FURCATE OR. CARROLLTON• Tx 75007 FL PE 51737 TX PE 56306/F2203 PROFES510NAL EmOKER'S SEAL PAOMOEO ONLY FOR VERincA00N OF WNOLOAO CONSTRUCTION DETAILS. MIN 2 a 4 SPF (C-0.42) OR BETTER WALL STUD UQM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESCH LOAD OF THE STRUCTURE DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 1-9/ LAC SCREW WITH / 1—fl/32' EMBED IN GOITER Of STUD (t 1/4') FOR EACH JAMB A LOCATION JAMB BRACKET 1/4-20a9/16' TRACK BOLT AND 1/4-20 HEX Nu TRACK DIRECT WOOD MOUNTING DETAIL MAX {20 LS PER LAG FASTENER JAMB CONNECTION SUPPLEMENT I I DATE I NAME I DRAWING PART NO. REV. 324620 IP16 The Genuine. The Original. 0 April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Overhead Door Corporation 2S01 S. State Hwy 121• Suite 200 LevAsville. TX 7S067 Phone 4695497100 fax 469S497281 VA%weverheaddoorsom 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 0OverheadDoorCorporationAS ' ubsidiarya(S"aHoldings.corpOratbn John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Section 1609.1.2 Section 1714.5.3.1 Test Procedures Wind Loads ANSI/DASMA 115 - Windborne Debris testing ANSI/DASMA 108 - Static windload testing Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof') pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. FL09174-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. G_IXP toM Drawings TABLE 1. Fl.09174-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 ZA—C4-)U3 to/,tt Fl. 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 4 (o(tb / (1 FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. 5 i10 i1 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 « 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 S°i Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 51 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 f- 91a1 No. 51737 p STAM OF 2oa%oP per`' Zl;; *10NAL UCH 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #W SCREWS INSTALLED IN 1J CA HOR12 ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING GLAZING SMALL HAVE A MAXIMUM HEIGHT 13 CA FLAG ANGLE OF 13.75' AND A MAXIMUM LENGTH OF 16.75'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS. 16 CA MIN HORIZ• TRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/16.t-5/6'• DOW MINIMUM SSB GLAZING IN M01 FRAMES CLUED WITH LAC SCREWS A 1/6BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) / 8 I' 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 13.7S' AND A MAXIMUM LENGTH OF 39% GLAZING IS NOT IMPACT RESISTANT AND ODES NOT MEET THE REQUIREMENTS FOR WIND-BORNE 5/16.1-5/6" LAG, DEBRIS REGIONS. GLAZED SECTION REQUIRES 16 GA J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SMALL FIELD INSTALL K1) 1/4-14.7/8' SELF DRILLING CMUP71TE SCREW TO 1/4-20119/16' TRACK - ATTACH E }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 JB JAMB SHEET 2. BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OP710M - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION ( WITH OR WITHOUT DECORATIVE INSERTS} GLAZING SMALL BE 1/4' MAKROLON-AR PO.YCAR130HATE OR EQUAL. GLAZING SMALL HAVE A MAXIMUM HEIGHT Of 15.21' AND A MAXIMUM LENGTH OF 50.06'. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS 13 GA STIFFENED' ATTACHEDTOU-BAR ON UPPER INTEGRAL RIB (SEE OETAHL O JAMB BRACKETS SHEET 2). 111 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELOULE FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. QUµITY. LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-14.7/6' SELF AND TYPE DRILLINGCRIMPTITESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SWEET 2. KEY LOCK OR SUOE LOCK- 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENOS (NOT MUST OVERLAP TOP AND BOTH ENOS Of PANELS MINIMUM REQUIRED WITH OPERATOR 7/ 16' TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLOE LOCK SHOWN FOR S. KEY LOCK. SLOE LOCKS. OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE I.MF- (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 QUANTTES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2. AND 3 SHALL BE THE RESPONSIBILITY Of THE PROFESSIONAL Of ON INS SHEET FOR RECORD FOR THE BUILOINO OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 6, DOOR JAMB TO BE MINIMUM 2.6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM Of (6) /6.1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND 00 NOT MEET THE REQUIREMENTS FOR WINO-BOME DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E SCALES PE 3121 FAIROATE OR CARROLLTON. TY 7S007 fL PE 517.37 T. PE 56306/1`2203 PROFESSIONAL ENGINEER'S SEAL PRONGED ONLY FOR VERIFICATION OF VANOLOAD CONSTRUCTION OETAILS 20 CA END CAP EDET . It 16 CA OPERATOR STILE ADHERED TO CENTER OF UQIL-. ( 5) CENTER HINGES PER JOINT REQUIRED ON DOOR WOTHS GREATER THAN 12'- 0'. (3) CENTER HINGES PER 404NT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0'. REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U- BAR FASTENER TYPE AT ENO CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/06 UCTURE AND RIFIEO NUMBER OF TENERS AND CENTER DES REOUIREO FOR RROWER DOOR WIDTHS. 1 5/10/06 ADDED IMPACT ISTANCE TO DOOR. tARE NOT PACT L RESISTANTIM CRT 6/6/07 P7 MOOIFEO JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LMR ITRACK OETAIL SHEET 2, GRT 4/17/08 L PS ADDED IMPACT I RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK CHANCED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-I'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/22/08 PSI UPDATED TITLE BLOCK GRT 8/26/10 PIO ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 BRACKETJAMB SCHEDULENE10 TSECTIONS 0. orJACKETS NO. OF JAMB EACH JAMB) TYPE LOCATION Of GLHTELRUNE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS s 2') 7'- C' 4 6 CA 2), 13 0H . 25-1 2 Je . 34 JB . 45-14 q , 63 .6 j7 7 -046FATJB , 10 JB , 21-3 4 JB . 29-3 4 JB , 42 JB . 63-1 4 JB 6 a JB , 13 01 , 23' JB . 34 JB , 47-1 4 01). 56" JB , 6701). 75" JB 6 -0' S 6 FAT JB , 10 JO , 21-3 4 JB , 29-3 4 JB . 48 JB . 57-1 4 JB . 68 JB JB 6 -0 IGM LIFT OOF PITCH SEE NOTE BELOW NOTE, JO) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-2D.9/16" TRACK BOLT AND NUT. jg) FOLLOWING DIMENSION DENOTES OUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TOTRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 6' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX ODOR N T UNIFORM LOAD EACH JAMB (PLF) WIOTN 16'- 0' ALL 207.2 -230.4 14'-0' ALL 161.3 -201.6 12•-0' ALL 155.4 -172.8 ALL 129. 5 -144.0 wage palton 3395 ADDISON DRIVE PENSACOLA• FLORIDA 32514 STATIC PRESSURE RATINGS I APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF): + 25.90/-28.80 MAX WIDTH: 16'-0" DATE NAME TEST (PSF): + 38.85/-43.20 IMAX HEIGHT: 8'-9" ORAWN 3/8/06 GRT IMPACT/CYCLIC RATED (YES/NO): YES IMAX SECTION HEIGHT: 21' CHECKED 4/6/06 MRS MODELS 5120/ 6100/9100 SHEET 1 of 2 DRAWING PART NO REV WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 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 THREACH END WITH U END CAP AT WITH CRIMPT12TE1/40 SCREW$ / 6• SELF GRILLING CNf1YP111E SCREWS FOR STANDARD TRACK AND (3) 1/ I-107/0' SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH 0 ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN} LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLIDE ATTACHED TO PRE - PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH ( 2) 1/h1AX3/6' CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH ENO USE MEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/h14X7/8' SELF DRILLING CMMPT17E SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (/) 1/h1tXS/6' / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY ENO WITH (1) 1/4-1I0/6' SELF DRILLING ATTACHED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE, DUE TO CLEARANCES REQUIRED NYLON STORMGARD INSTALLSCREWS AT THE ENDS OF THE RTOo• ROLLERWITHU-BARS, ALL U-BARS SHALL BE A- 1/2' S7EM INON SECTIONS PRIOR TO DETAIL B INSTALUNG ROLLER SLIDES AND TOP FIXTURE ON THE U-BARS, SEE ATTACHMENT NOTES ON THIS SHEET. 18 GA HINGE ATTACHED PLACE U-BAR OVER INTEGRAL RIB AND ATTACH WITH 6 1/-20y5 8' CRIMPnTE SCREWS (2 OF WITH (( 2)) 1/I-20•s//Bg'• CRIMP TIIE SCREWS THRU WHICH ARE iACTORY PRE -PUNCHED HOLES AT ATTACHED. 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (I THRU FLANGE TOP LEAF, AND 1 OF OF U-BAR AND BOTTOM WHICH I$ FIELD INSTALLED HINGE LEAF AND 1 THRU THRU PRE -PUNCHED HOLE WEB OF U-BAR AND IN U-BAR) INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH D 3) 1/4-14X5 8' CRIMPTITE SCREWS LACE U-BAR OVER INTEGRAL RIB WITH NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH TNRU END CAP AT EACH END WITH (1) 1/A-14r7/8' SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE. SHOWN AND USE (1) 1/A-tAX7/8' SELF ACROSS T14E BOTTOMBRACKETMUSTBESCREWED TO THE BOTTOM DRIWNG CRIMPTITE SCREW BOTTOM OF THE BOTTOM U-BAR AT U- BAR WITH EACH PRE -PUNCHED HOLE AT EVERY SELF DETAIL D vWNGHINGE LOCATION. USE (1) 1//-20K5/8' WI.-14Y7/ 8' CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SWEET. JDmw E. SCALES PE 3121 FAIRDATE DR. CARROLLTON, TX 7SM7 R PC 31737 TX PE 3&=/FZZ03 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR V[ REICA Tom OF NNOLOAD CONSTRUCTION DETAILS I8X3/ 4' MIN STAINLESS SCREWS WITH STAINLESS BACKED RUBBER WASHERS 3- 1/2' O.C. MAX 1/ W BEAD GE / AC SSC400pAI1 SGIOOC I ` STRUCTURAL SEALANTOR 1 FACER NON- STRUCTURAL \ DECORATIVE INNER WINDOW TRIM - DETAIL E USED ONLY ON IMPACT 1 GLAZED SECTION - 11 GA REINFORCEMENT , BRACKET ATTACHED WITH I) 1/I-HIX7/8' 1 SELF RIWNO \ CRIMPTITE SCREWS ( 2 THROUGH BOTH BRACKET AND U-BAR) ' DETAIL G 1) 1/ h140/B' SELF DRILLING CRIMPTITE EW AT CENTER LINE OF DOOR THRU J-STRUT ! OPERATOR BRACKET. NOTE, J- STRUT t SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED ATTACH BOTTOM BRACKET TO BOTTOM U-SAR WITH 2) 0 1/I- 110/8' SELF DRIWNG CRWPnTE SCREWS I— . - IMPACT BOTTOM BRACKET 3) SECTION DOORS WITH (6) 3% 18 GA. 80 KSI U-8ARS LOCATED OVER INTEGRAL RIBS AS SHOWN — A) SECTION DOORS TATH (5) 3% 18 CA, 60 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN DETAIL F U-BAR ATTACHMENT NOTES 1. ALL U-BARS SMALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-1425/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4- 147/8' SELF DRIWNG CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND 0 THIS SHEET), (2) 1 4-144/6' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/I-14XS/6' CRIMPTITE SCREW APPROXIMATELY 6' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0'. THERE SHALL BE A TOTAL OF ( 20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18 SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U- BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION NON-STRUCTURAL DECORATIVE SHALL HAVE A TOTAL OF (1I) SCREWS EACH. OUTER WINDOW TRIM 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN 1/a' POLYCARBONATE THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON TIDS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/I-14KS/8' CRIMPTITE SCREWS. 3. 18 CA U-BARS SMALL BE STAMPED '46' APPROXIMATELY 8' FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES Wayne® DESIGN ( PSF): +25.90/-28.80 MAX WIDTH: 16'-0" TEST (PSF): + 38.85/-43.2D MAX HEIGHT: B'-9" Df&on IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 2 MODELS 5120/ 6100/9100 1305 AODRIVE PENSACOLA, 1 WINDLOAD SPECIFICATION OPTION CODE 0230 FLORIDA IDA 3251AREVISIONSACHANGES TO GENERAL RMAT AND CHANG( G BAR FASTENER TYPE NGED CENTER HINGE ICE AND ADDED VER OPTION AGED STRUT ITIFICATION METHOD M COLORED PAINT TO MPED NUMBER. 3/ 8/06 ADDED SUPERIMPOSED IGN PRESSURE LOADS ARIFIED NUMBER OF STENERS AND CENTER ICES REQUIRED FOR RROWCR DOOR WIDTHS. B S/10/ 06 ADDED IMPACT SISTANCE TO DOOR. DED MODEL 6100. 01FIED NOTE 8 TO ATE TNAI LOUVERS E NOT IMPACT SISTANT. T 6/ 6/ 07 MODIFIED JAMB ACKET SCHEDULE FOR T OPTION ADDED LHR ACK DETAIL SHEET 2. T A/17/ 08 ADDED IMPACT SISTANT GLAZING DED TEXAS LICENSE iMBER TO TITLE BLOCK. ANCED LOUVER NOTE. REASCD MAX HEIGHT B•-'. ADDED HIGH T AND ROOF PITCH ACK NOTE. T 7/22/ 08 UPDATED TITLE BLOCK T B/26/ 10 D ADDED LONG PANEL N.T.S. SIZE: A DATE NAME 3/ 8/D6 GRT ED 4/6/ D6 I MRS SHEET 2 OF 2 DRAWING PART NO. REV. 318960 P10 PLICE PLATE LOCATION J - SEE SCHEDULE y 14" MAX 12" MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. E. saTES, PE 3121 FIJRDATE DR. CARROLLTON. TA 75OD7 FL PE 51737 TA PE 36306/F7203 PROFE=O"AL ENCIEEA'S SEAL PROVIDED ONLY FOR VERIFICATION OF MINIXOAD CONSTRUCTION DETAILS. CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 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- RSV-0. 13 GA MIN CONTINUOUS WALL ANGLE 1! TYPICAL CLIP RIVETING DETAIL 2 Ty TYPICAL CLIP WELDING DETAIL TRACK 3) 1/4"-20 TRACK DR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT 11 GA MIN CLIP SEE SCHEDULE 1) 1 /4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK DESIGN PRESSURE CHART DOOR WIDTH MAX PSF 9'-0" 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF -52.0 PSF Wayne® Dalton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN(850) j7jU989A03251 REVISIONS IN H CK-CUPS-TEXAS L ANGLE 12 FOOT ATED 1 6/11/03 UPDATED FORMAT. REASED ALLOWABLE SSURES TO 3.o0/-52.00 PSF FOR DOOR WIDTHS. 1NCED 'TEXAS WALL LE' TO 'CONTINUOUS 1 ANGLE' ADDED ISTRATE MOUNTING AIL. CHANGED TO iN HD ANCHORS r A/2/07 CHANCED FORMAT. ED MODELS 9800 8024 WITH OVERLAY TRACK CUP TED IN CHARTS DATED SPLICE & CUP HEOULES. P 9/06/07 UPDATE MOUNTING TAIL DRAWINGS T 10/05/07 UPDATED CHARTS TO MINAIE THE USE OF E g8 CUP (REPLACED Di 09 ACROSS THE STEEL TAIL EXPANDED 1-1/2' TO 1/8- DOOR THICKNESS UTT UP 10 14' HIGH. 12/11/08 UPDATED TITLE ICK 6/2/10 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" THICK STEEL FOR MOUNTING 5/16" x 1-5/8" WALL ANGLE LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR — BETTER AT EACH 1/4- 20x97NUTHOLEORPAIROFTRACKBO HOLE LOCATIONS MOUNTING TO WOOD JAMB DETAIL 1/4-20 H MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST 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 4. CONCRETE MOUNTING DETAIL JOIN E. SCATES, PE 3121 FURCATE OR. CARROLL TOM. Tx 75007 FL PE 51737 Tx PE U306/F2203 PROFESSIONAL CNCVCER*S SEAL PROVIOCO ONLY FOR VERIFICATION OF VAMXOAD CONSTRUCTION OETAR•S. 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 CONCRETE MOUNTING DETAIL JOIN E. SCATES, PE 3121 FURCATE OR. CARROLL TOM. Tx 75007 FL PE 51737 Tx PE U306/F2203 PROFESSIONAL CNCVCER*S SEAL PROVIOCO ONLY FOR VERIFICATION OF VAMXOAD CONSTRUCTION OETAR•S. 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 PLATESCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY 2-1 2 THICK DOOR CLIP S FROM BOTTOM TO TOP SPLICELIEEHEIGH# 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" 1 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 d14'-0" 7. 9. 9. 9. 9. 11. 11, 11, 13. 13. 13, 13 22 MODELS 5200 8000 8024 8 000 8 224 8500 2 THICK DOORHEIGH CLIP S FROM BOTTOM TO TOP PLATE 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" 1 5, 6. 6, 7, 7, 9, 9. 9. 11 14 11'-0" 5. 6. 6. 7, 7, 9, 9. 9, 11. 11 16 12'-0" 5. 6. 6. 7. 7, 9, 9. 9, 11. 11. 11 16 13'-0" 5. 6, 6. 7, 7, 9, 9, 9. 11. 11. 11. 13 18 14'-0" 5. 6. 6. 7. 7, 9. 9. 9. 11. 11. 11. 13. 13 18 MODELS 6100 8300 8700 1-3 8 TO 1-5/8" THICK DOOR HEIGH7'-0" CLIP #'S FROM BOTTOM TO TOP PLATE 4, 4. 4, 4, 5. 6 8 8'-0" 4, 4. 4. 4, 5. 6, 6 8 9'-0- 4, 4. 4, 4, 5, 6, 6. 7 8 10'-0" 4. 4. 4, 4, 5, 6, 6. 7, 7 8 11'-0" 4. 4. 4, 4, 5, 6, 6. 7. 7. 9 10 12'-0" 4, 4. 4. 4. 5. 6. 6. 7. 7. 9, 9 10 13'-0" 4. 4. 4, 4, 5. 6. 6, 7, 7. 9, 9, 9 12 14'-0" 4. 4, 4, 4. 5. 6. 6. 7, 7, 9, 9, 9. 9 12 MODELS 9100 9400 9600 9700 9800 ON THICK D OR CLIP #'S FROM BOTTOM TO TOP SPLICELIEE 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" 4. 4, 4. 4, 4. 4, 4. 4, 4 6 wa® Balton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PE"( 50) A47FLRIDA 4-989032514 REVISIONS 1 2 INCH LACK -CUPS -TEXAS ALL AMCLE 12 FOOT DATED li 6/11/03 S UPDATED FORMAT. CREASED ALLOWABLE 2ESSURES TO 46 00/-52 00 PSF FOR L DOOR WIDTHS. 4ANCE0 ' TEXAS WALL NGLE- TO -CONTINUOUS ALL ANGLE'. ADDED 4/ 2/07 4 CHANCED FORMAT. DOED MODELS 9800 NO $ 024 WITH OVERLAY 0 TRACK CUP CHEDULE. RT 6/21/07 5 UPDATED MODELS STIED IN CHARTS. POATf- SPLICE k CUP CHEOULfS LP 9/ 06/07 8 UPDATE MOUNTING ETAIL DRAWINGS. RT 10/ 05/07 7 UPDATED CHARTS TO LIMINATE THE USE OF HE No CUP (REPLACED ITH 09 ACROSS THE GARD) LP 10/ 24/07 6 UPDATED STEEL IOUNTING DETAIL iR8 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 8700. POATED TITLE BLOCK RT 6/ 2/10 GATE NAME RAWN I 8/21/07 CRT HECKEO 8/ 21/07 MR8 SHEET 2 OF 2 ORAWINC PART NO. REV. 307494 P10 Florida Building Code Online Pagel of 2 ROR CA, Q2PAXT-?l.'jT Business & OP Professional Regulation IiF rear AffidaDepfMWtq SCIS home I Lop In i User Registration Hot TOPICS Submit Surcharge StatS a Facts Publications FaC stall BUS Slle Map , Links searl:h Busines Professib `nal UsproductApprovalONUSER:Public er Regulation Product Approval Menu > ProouR M Application Sea= > Application US t > Application Dataa FL # FL1971S 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 F Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext 4644 lonberrlan@slbp.com ion Berr an lonberrlan@sibp.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) Standard Year AAMA/WDMA/CSA 101/l.S.2/A440 2011 AAMA/WDMA/CSA 101/l.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Method 1 Option A 02/16/2016 FL # I Model, Number or Name I Description http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGE\/XQwtDgtvA%2bxmzkl ... 2/ 19/2016 Florida Building Code Online Page 2 o£ 2 19715.1 1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL19715 RO C CAC 2-4-16 CCL-_Ist.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL19715 RO II SWD002 SS 2016.02-03.odF Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.odf Created by Independent Third Party: Yes Back Neat Contact Us :: 1940 North Monroe Street. Tallahassee rL 32399 phone: 850-487-1824 The Sate of Florida Is an AIJEeO employer. I ht 2007-2013 State of Flor!na.:: Privacy Statement :: Accessibg4v 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 publc-records request, do not send electronic man to this entity. Instead, contact the office by Plane or by traditional :nail. If you have any questions, please contact 850.487.1395. `Pursuant to Seaton 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 ematls Provided may be used for official communication with the licensee. However email addresses are public record. if you do not wish to sappy a personal address, Please provide the Department with an email address which can be made available to the pudic. To determine If you are a licensee under Chapter 455, F.S., Please dick tMM. Product Approval A=Ppts: M CCr d VE http://www. floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDgtvA%2bxmzk l ... 2/ 19/2016 INSTALLATION NOTES: 1. ONE (11 INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. TMENUMSCROF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF Ll/2 INCH ME DEPICTED LOCATION L SPACING IN IHE ANCHOR LAYOUT DETAILS I.C., WI r110UT CONSIDERATION OF TOLERANCE'). TOLCRANCCS ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS RETUJIRFO AT EACH INSTAU ATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8 INCH. SHIM WHERE SPACE OF I/161NO1 OR GREAIEA OCCURS SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE RB WO00 SCREWS OR 11 GAUGE ROOFING NAILS OR 10d COMMON NAILS OF SUFFICIENT LENGTH TO ACMIEVE 1.1 2 INCH MINIMUM EMBEDMENT INTO W0OD SUBSTRATE INSTALLATION SHALL MAINTAIN MIN. 3/8- EDGE DISTANCE. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 20141 FLORIDA BUILDING CODE (F8C), EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WOMA/CSA 101A.S.VA440.08/11 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL MO USE 86 2. ADEQUACY OF THE EXISTING STRUCTURAL SEIf-TAPPING SCREWS OF SUFFICENT LENGTH TO ACHIEVE A UNIMUM OF 3 CONCRETE/MASONRY, 2X FRAMING, AND METAL FRAMING R D EN TI N.0,JD METAL WALL INSTALLATION SHALL MAINTAIN AS A MAIN WINO FORCE RESISTING SYSTEM CAPABLE OF MIN. 3/8- EDGE DISTANCE. WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WO00 FRAMING ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF USE#10 W000 SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1.1/2 INCH INSTALLATION. MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. 3. IX AND ZX DUCKS (WIICN USCG) SHALL BE DE51GNCD AND B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH IX BUCK TO ANCHORED AS SPECIFIED HEREIN, REFER TO SHEET 6 TOR CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3 16INCH FURTHER DETAILS OF BUCK INSTALLATION. DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1-1141NCH A. THE INSTALLATION DETAILS DESCRIBED HEREIN AREMINIMUMEMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4-EDGE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR DISTANCE' A SPECIFIC SITE. IF SITE CONOITIONS CAUSE INSTALLATION 9. THROUGH FRAME INSTALLATION: FAR INSTALLATION INTO METAL STUD USE TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, R10 SELF -TAPPING SCREWS Of SUFFICIENT LENGTH TO ACHIEVE A MINIMUM A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE f THR ADS ENE RWSBEYOND METAL WALL SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON- HVHI AREAS. IN HVHZ AREAS, ONE TIME PRODUCT 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, APPROVAL TO BE ORTAINED FROM MIAMI•DAOE REA OR INCLUDING RUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. AIIJ' 11. INSTALLATION ANCFIORS AND ASSOCIATED HARDWARE MUST BE MADE OF S. APPROVED IMPACT PROTECITVE SYSTEM IS REQUIRED ON CORROSION RESISTANT MATERIALOR HAVE A CORROSION RESISTANT THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. COATING. 6. WINDOW FRAME MATERIAL PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK. DO NOT INSTALL 7, IN ACCORDANCE WITH THE STH EDITION FBC, WOOD INSTALLATIONANCHORSINTOMORTARJOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED FROMfREEEDGEOFBLOCKORLOGEOFMORTARJOINTINTOFACESHELLOFORSHALLBEOFABUMBLESPECIESASDEFINEDINBLOCK CHAPTER 27. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR B, GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. USEDINSUBSTRATESWITHSTRENGTHSLESSTHANTHEMINIMUMSTRENGTHSPECIFIED BY THE ANCIIOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWINS PROPERTIES: A. WOOD •MINIMUM SPECIFIC GRAVITY OF O.SS S. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROAT -FILLED EMU- UNIT STRENGTH CONFORMS TO ASrM C-90 WITH MINIMUM COMPRF_CSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE SI RENGTH OF 2000 PSI. 0. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C-90 WITII MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL- MINIMUM YIELD STRENGTH OF 33 KSI. MINIMUM WALL THICKNESS OF 47.8 MIL (0A478' or 16 GAUGE). MIN. 1/2' EDGE DISTANCE. F. ALUMINUM - MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/ 16%MIN. LIZ' EDGE OISTANCE. TABIE OF CONTENTS SHEET REVISION SHEErOESCRrPT20N I INSTA(ATION 6 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL 6 HORIZONTAL SECTIONS (NALL FIN) 5 VERTICAL 6 HORIZONTAL SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS. BUCK INSTALLATION, 6 GLAZING DETAIL MAX OVERALL SXN CONfTG. OESIGN PRESSURE MISSILE IMPACTRATING WIDTHHEIGHT36' 64' O/X 35 / -35 PSF NON IMPACT 36' 66' O/X 50 / -50 PSF NON IMPACT 38' 74' O/X 50 / -50 PSF NON IMPACT 36' 77' O/X 35 / •35 PSF NON IAAPACT w 62' O/X 50 / -50 PSF NON IMPACT 46' 72' O/X 35 / 45 P5F NON IMPACT 48' 64' O/X 20 / •20 PSF NON IMPACT 52' 72' O/X 25 / -25 PSP NON IMPACT 36' 63.75' O/X (ORIEL) 35 / -35 PSF NON IMPACT 4W 96' O/X (Ottr&) 20 / -20 PSF NON IMPACT 72' 62' O/XO/X 35 / -35 PSF NON IMPACT 72' 64- O/XO/X 35 / -35 PSF NON IMPACT 76' 62' O/X-O/X 50 / .50 PSF NON IMPACT 76' 72' O/X-0/X 50 / -50 PSF NON IMPACT 76' 7T O/XO/X 25 / .25 PSF NON IMPACT 80' 74' O/X-O/X 35 / •35 PSF 14014 IMPACT 96' 74' O/X-O/X 30 / -30 PSF NON IMPACT TDB' 6Y O/X•O/XO/X 50 / -50 PSF NON IMPACT l06' 72- O/X-O/X-O/X 50 / -5O P5F NON EAPACT LOB' BP O/X-O/X-O/X 1 25 / -a PSF NON IMPACT SilverUne MAndeTserl r4l ruo4 of •000 Af ONE sm"MINE II w NOflll PVMWJCIL W oM PA M "s-mo m mTT 08 m N SO W IY { S{yyN N99 m I: N w m n Z W H O Waamfa G W. mVJ m og 3 Digitally signed by Hermes F Norero, P.E. S W D 00 2 Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44-OS'00' SHEET: 1 F 6 MAX. FRAME MAX. FRAME SilverLine WIDTH 48' WIDTH 48' by'f:Mer5CE1 B E 4 • 4 y r.eev/.eesu ONE SAvLxrw wan m. uswNauNm w ano: N. R317 aN.Weo F F F F y S S y r C • p•' C C •p- C p p g 5 6 p- ^ S MAX. FRAME MAX FRAME HEIGHT 96' HEIGHT 96' W _ QUALIFIED CONFIGURATIONS "' g o F< ARCH TOP CONFIGURATIONS FOR ALL 2"14N1 uJj N Q W RATINGS, SINGLE UNIT CONFIGURATIONS W a C F d W F- KA D A D 4 y 4 y T COELEVATION ELEVATION SINGLE HUNG WINDOW Z SINGLE HUNG ORIEL WINDOW O H p H MAX. FRAME MAX. FRAME > eE WIDTH 96' WIDTH 108' LU L y QUALIFIED CONFIGURATIONS y ARCH TOP CONFIGURATIONS FOR ALL ZM 4902 RATINGS, TWIN UNIT CONFIGURATIONS op FFZyFfy y . D. .0. p• y yv qx0MEtiMAX. FRAME A. HEIGHT 74' MAX FRAME X. 'X' X. d'• ~ HEIGHT 84' A D pIv Z 1;E vZ 4 y A O O p 1 1n ELEVATION • y ELEVATION DWG#: TWIN ANGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW SWI)0021 SHEET: 2 OF 2" MAX. ll' MAX. FROM O C. CORNERS I 2" , FF COP NptDMrATOr33MALL.ELTYN04i0Fi YAX 6- L'AG AT NEAP, J-A. JAM3, ANtI StLL ANCHOR LAYOUT NAIL FIN - SINGLE HUNG WINDOW 2' MAX. -`{ 4 1/2" MAX, CORNERS r- I O. C. 4 1/2" 0. 1 1 1 L 2" MAX. I I 4 1/2• MAX. FROM -' i F^— O.C. CORNERS ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW I; MAX.ROM _ h 6' MAX. CORNERSI I - O.C. 6' M, 0.1 Elmo mimmil I' MAX ! I I 6" MAX. FROM J -'- 1 h^— O.C. CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6' MAX. 20' MAX. CORNERS r-` 1 O.C. 6" MAX. 12' MAX. FROM 6FROM L 12 3/4" MAX. CORNERS O.C. CORNERS I I O.C. 20' MAX. O.C. L W MAX FROM CORNERS ANCHOR LAYOUT THROUGH FRAME- SINGLE HUNG WINDOW 16 1/ 6' MA . FROM CORNERS 16 1/ 2• MAX O.C. ANCHOR STRAP 6' 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 6YPUTEeTSe11 r4l HtaTH Lw, wwrucwa+w rw Oxluslow L M a o A rk htoN z L+i YGZ_ W N t W p Lu la a d46 T G m a9 0 N6 #: SWD002 4EETE : 3 of 6 CONCRETE/ MASONRY 1 1/2, MIN BY OTHERS Silver LineEMBEDMENT CAULK BETWEEN bAndelsen CONCRETE/ MASONRY 6 2X • WOOD BUCK BY OTHERS ° . 'a ' ZX WOOD BUCK BY OTHERS SEE SHEET 6FOR 3/8' MIN• r a•re.eeees CONNECTION DETAILS EDGE DIST. ONE OUVOUNE bUVE Nmm wnuwca.w a.m SB WOOD SCREW N, ma usloro INSTALLATION ANCHOR • • • "' • • ' • Q cc EXTERIOR FINISH BY OTHERS 1/4' MAX. • 3/8• EDGE DISTANCE 3 d v $ E N $ i PERIMETER / \ 1/4" MAX. 514IM SPACE SHIM SPACE L SEALANT J 4 o o uMT BY OTHERS \ SASH REINFORCING h 8 i HEIGHT EXTERIOR _ INTERIOR SEE SHEET 6 FOR REQUIREMENTS M N . 3 THREADS SEE GLANG BEYONDZI p -4 <;s & DETAIL SHEET 6 METAL STRUCTURE pc N S W eD W < o SEE 8 GR. 5 SELF -TAPPING SCREW INTERIOR DETAIL, HEEELT6 INSTALLATION ANCHOR METAL STUD BY OTHERS. SEE SHEET I INSTALLATION p NOTE 14 mgVERTICALSECTION 4 MEAD - IX WOOD BUCK EXTERIOR FINISH NAIL FIN BY OTHERS Z EXTERIOR PERIMETER SEALANT O SEE GLAZING BY OTHERS H ZODETAIL. SHEET 6 9 UNIT N EXTERIOR INTERIOR WIDTH O.A. W w UNIT p HEIGHT PERIMETER HORIZONTAL SECTION SEALANT 1 4 JAMS - METAL STUD BY OTHER 1/4" MAX. NAIL FIN ZEXTERIORFINISH SHIM SPACE BY OTHERS o V, A t g 18 WOOD SCREW p A •';•` INSTALLATION ANCHOR 3/8" MIN. EDGE DIST. 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS 4• ' e . b!• MASONRY CAULK BETWEEN .. .. BY OTHERSCONCRETE/ MASONRY 6 2X • 1 1/2• MIN. WOOD BUCK BY OTHERS EMBEDMENT Z q VERTICAL SECTION p DWG tt: 5 W D 00 24SILL - V WOOD euoc NAIL FIN SHEET. 4 of 6 10 WOOD SCREW INSTALLATION ANCHOR 3/4" MIN. CONCRETE/ MASONRY EDGE DISTANCE ZX WOOD BULK/STUD BY OTHERS BY OTHERS •'• ' SEE SHEET 6 FOR 1/4" MAX CONNSHIM SPACE MIN. 3 THREADS CAULK BETWEEN '' °• ' SASH REINFORCING PENETRATION BEYOND CONCRETE/MASONRY ' ' SEE SHEET 6 FOR REQUIREMENTS METAL STRUCTURE BY OTHERSSEE LAZING MIN.1/2'EOGE DISTANCE 11/2• MIN. e DETAIL SHEET 6 EXTERIOR FINISH EMBEDMENT BY OTHERS INTERIOR # IU 6R, 5 SELF' -TAPPING SCREW PERIMETER SEALANT _ SHIM SPACE INSTALLATION ANCHOQ BY OTHERS METAL TUBE/STUD OR APPROVED 1 MULLION BY OTHERS, O.A. EXTERIOR 1 / INTERIOR SEE SHEET I INSTALLATION UNIT \ / NOTE14 HEIGHT PERIMETER SEALANTSEEGLAZINGEXTERIORBYOTHERS DETAIL, SHEET 6 O.A. UNIT WIDTH F HORIZONTAL SECTION VERTICAL SECTION 5 JAMB -METAL TUBE/STUD OR APPROVED MUWON 5 IICAD - 2X WOOD BUCK THROUGH FRAME THROUGH FRAME 5) #14 PANCAKE HEAD SEE GLAZING SCREWS FROM STRAP TO DETAIL, SHEET 6 FRAME, HOLES PROVIDED 4.0000 4.0000TOACCOMOOATE #14 OIA. -1 EXTERIOR INTERIOR r r 2'0000 --2.0000 ANCHOR STRAP, AT TWIN d TRIPLE CONFI6.ONLY. SEE 0.0620 PLAN VIEW -ANCHOR STRAP IUNIT // /N 50-2995-2)' DETAIL r 4,0020 HEIGHT 1 RIGHT FOR INSTALL. REQ. 0.5000 ) 2 3750 1/4" MAX PERIMETER SEALANT SHIM SPACE BY OTHERS t plu'r 0.7500(2) 3.0000(2) 6.0000 INSTALLATION ANCHORS EXTERIOR FINISH • FROM ANCHOR STRAP TO MIN. BY OTHERS . ; •' EMBEDMENT PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPENING. SEE ANCHOR REQUIREMENTS BELOW. PRECAST SILL BY OTHERS e 3/16" ITW TAPCON '4: ANCHOR STRAP ANCHORING REQUIREMENTS: INSTALLATION ANCHOR ° A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/I6" ITW TAPCONS 1 3/4" MIN. ° PER STRAP, MIN. 1.1/4- EMBEDMENT, MIN. 1-3/4- EDGE DISTANCE. EDGE DISTANCE B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF-ORILLING SCREWS, 6R. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN. 3/4" EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) 010 WOOD SCREWS PER STRAP. MIN. p VERTICAL SECTION 1-1/2' EMBEDMENT, MIN. I- E06E DISTANCE. 5 SILL-CONCRETE/MASONRY THROUGH FRAME SilverLine byAndersen VIA {• V{•0{{I{ a, E cnveiur ooc r+ an, au.uwa w aHo: OW ( YM 435-XW 83 m$ a a Z hI- ZZ O m a h W V m L a j JW Qp mZ r P! wQa a c 1* G H DWG #: SWb002 SHEET: 5 OF 6 INTERIOR EXTERIOR INTERIOR SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF. SEE BELOW FOR REINF REQUIREMENTS REQUIREMENTS. VERTICAL SECTION HORIZONTAL SECTION 6 MEETIN65'nu 6 INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), DESIGN PRESSURE •/- 35 PSF 36 X 84, (0/X), DESIGN PRESSURE •/- 35 PSF 3B X 74, (O/X). DESIGN PRESSURE •/- 50 PSF 38 X 77. MIX). DESIGN PRESSURE •/- 35 PSF 72 X 84, (0/X-O/X), DESIGN PRESSURE •/- 35 PSF 76 X 72, (0/X-O/X), DESIGN PRESSURE •/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF 108 X 72, (O/X-O/X-0/X), DESIGN PRESSURE •/-50 PSF c- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING S=/RATINGS: 76 X 62. (O/X-0/X), DESIGN PRESSURE •/- 35 PSF 0-STEELINTERMEDIATEFRAME*SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62. (O/X-O/X), DESIGN PRESSURE •/- 35 PSF SilverLine NOTE: gAndersen ALLGLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE. 0•X m1,vCun+! OaIK uaru aeu+awc¢ w oaaor M (7a7) •717mD 8' O.A. I.6.6LASS 2 M zz 0 p ZD4N Aq INTERIOR C EXTERIOR m MIN. GLASS j2 1yN c I SITE 1/2' D tZD ' t A_ oy m o a o 1/8• SETTING BLOCK GLAZING DETAIL I c V) Z ONOTE: ZO 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER H SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. PE SPACING SPECIFIED IS NOT EXCEEDED. LL w 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK a o 1/4" ITW TAPCON ANCHOR 4' ROM CORNERS Z 1 116" MAX. O C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT 1 DEPTH SUPPORT EE WINDOW FRAME LBY OTHERS vO Zi j i E 4'/ 1 1/4' MIN r; O . ^ A. EMBEDMENT 11/2" MIN. EDGE DISTANCE r 2' MIN EDGE MASONRYDISTANCEBY QF```m Y OTHERS y'* T fBUCKINSTALLATIONDETAILc $ v z Cl h DWG SWD002 SHEET: 6 OF 6 WINDOW 8 DOORWMANUFACTURERS ASSOCIATION Hallmark® Certificate of Conformance and License (CCL) '' Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs> INC. Ad""niteems at`""` mfiNOWDMA Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-10947 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psi; Water Test Press 220Pa 4.59psf) 440-H-025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 3/8/2017 914x2127mm (36x84in)-H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psi 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.2JA440-08 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 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25pso; Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm' (3846in*}Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 7 OWMWMUc SAsso AMON NOWDMAConformance Hallmark® Certificate of and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Acs, INC. Ad""°`_°""v`"'n°g""` 51stmu.Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118xl575mm' (44x62in•)- Type H; Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) 440•H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 10160829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 2900impact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178.2 7/1/2013 5/1/2017 E-1886-05 10160829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm ' (38 x 74in') Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/202/203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675.1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203.94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321 mm 1854mm NCTL-110-16675-3 3/5/2014 1211212017' 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WN"UFAMRE SASSOCIAMN Hallmark® Certificate of AMS, INC. AdmiaWmt vc ManagcwmtIOWDMAConformanceandLicense (CCL) 4t&> Synnt„.laz. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceil.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 121ASTM DP +50/-50 psi. Missile D, 1321mm 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 psi, Missile D. 965mm 1575mm NCTL-110-16675.2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 29004900 Series/29014901 Single Hung Window 101/l.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 psi; Water Test Press 150Pa (3.13psi) 440-H-025.62 29004900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm 09957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psi) 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 D9359.01-10947 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psi; Water Test Press 260Pa (5.43psO 440-H-025.64 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 814/2024 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43pso 440-H-025.65 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-10947 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psO 440-H-025.66 2900-4900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13pso 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52pso 440-H-025.68 2900-4900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52pso WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW R DOOR WMUFACTURERS ASSOCIATION Hallmark® Certificate of 1MWDMA Conformance and License (CCL) 't > Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs> INC. Ad'"'n`m""`y'nnUm"` Sy,tcM,. Ise. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01.109-47-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.70 29004900/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-10947 12/28/2012 8/9/2016 2032x2134mm (80x84 in)-H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-10947 1/31/2013 12/13/2016 2286x1880 mm(90x74 in)-H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-10947 9/24/2013 7/22/2017 1994xl524mm' (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52pso 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 26013a (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 C0328.01-10947 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm 09358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psf; Water Test Press 26013a 5.43psf) WD-20 10114109 Friday, May 13, 2016 Page 10 4VAAFUWACTUDRE SAS=AT*N Hallmark® Certificate of IEWDMA Conformance and License (CCL) t4t Silver Line Building Products Mfr 10: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Adminisuativc Manat cm=t Systcros,faC. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-10947 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/45 psi; Water Test Press 180Pa (3.76psQ 440-H-027.28 29004900/29024902 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 psi, Water Test Press 180Pa (3.76psQ 440-H-027.29 2900-4900 Series/29024902 Twin Single Hung 101/l.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 psi; Water Test Press 180Pa (3.76psQ 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/45 psi; Water Test Press 360Pa (7.52psQ 440-H-027.31 2900.4900/29024902 Twin SH 101/l.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109.47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.32 29004900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.33 29004900/29024902 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 psi; Water Test Press 220Pa (4.59psQ 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 C4710.01-10947 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 C4710.01-10947 2/19/2013 1/17/2017 2718x1575mm'(107x62 in•-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-10947 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 WINDOW & DOOR fvMUFAMRERSASSWATION NEWDMA Hallmark® Certificate of Conformance and License (CCL)4t Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Adminisaemc Maeogemenc systems,loe. 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 +201-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-028.22 29004900/29034903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01.109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1524mm' (44x60*in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43pso 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 3.13pso 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm 05514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12- r WMU CTv SASSCOATION Hallmark® Certificate of NOWDMA Conformance and License (CCL) 4C > Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) Standard Rating 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) 1011l.S.2/A440-11 Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psQ WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: Wide High Test Report # 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 X I-U_ John MaPee, VP c AMS, INC. Administm in Man¢gcrnent Sys=, Itte. CertDate ExpDate 11 /23/2015 4/27/2025 11 /23/2015 4/27/2025 rams, U MA Hallmark By. AA4 Rhonda Schorz, Authorized Representative, AMS If 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, It. 60611 Sackets Harbor, NY 13685 TEL (312)673-4828 www.wdma.com TEL (315)646-2234 staff@antscert.conl WD-20 10114109 Friday, May 13, 2016 Page 26 r/A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach OIvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buiIdingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 Report No. 3947 51h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: I — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver 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' 0 Z 0 7 T T Gam. s`9/0NAI. llll lI00% Hermes F. orero, P.E. Florida No. 73778 lrlA\\BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5`" Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 51" Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5`" Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. S. 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/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization ##: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL*: FL19715 Date: 12/15/2015 Report No:3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. 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 4/W2017 Florida Building Code Online Bps Home 1 Log In I User Registration I Mot Topics I Submit surcharge I Stars a Fact b e-b Product Approval USER: Public User ice-:: rlr_;!,•i Product Approval Menu > Pma,G or Aoollatlpn Search > Application Llat > Application oetail FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer lames Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 2S0 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardle.com Authorized Signature Pingsheng Zhu pingsfieng.zhu@jpmeshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jdmeshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337. 909) 349-2927 pingsheng.zhu@ jameshardle.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida license PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date Ol/Ol/2018 Validated By John Southard, P.E. le; Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R4 COI RIO - Certificate of Indeoendence.PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 s" ` Equivalence of Product Standards 1z Certified Bys ', Florida Licensed Professional Engineer or Architect FL13192 R4 Eouiv ASTM C1186 Equivalency Sioned.odf hops://www.0oridabuilding.orglpr/pr app dll.aso?parain=wGEVXQwtDglsk%2bGnUu47oqxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%ado/pad 1/3 4/28(2017 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 summary of Products ' _.' .:._ _.__•_ _ .. .: - - ----:..___ ". _._ ._._: FL # _ Model,- Number or Name_ ' Description 13192.1 Cemplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 11 ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192 R4 II ER RIO-2557-15 Plank Shingle CMU.odf Impact Resistant: N/A FL13192 R4 Il ER Rio-2577-15 Plank to WSP Sheathina.odf Design Pressure: N/A FL13192 R4 II Install CemPlank Siding.odf Other: For use In HVHZ install In accordance with NOA 15- FLL3192 R4 II NOA 15-0122.04.odf 0122.04. Verified By: Ronald 1. Ogawa 2412L Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO-2553-15 Plank metal wood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU.odf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathing.odf FL13192 R4 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13192.2 HardlePlank Lap Siding fiber -cement lap siding Limits of Use. Installation Instructions Approved for use In HVHZ: Yes FI 1 t192 R4 II ER RIO-2553-15 Plank metal wood.odf Approved for use outside HVHZ: Yes FL13192' R4 II ER RIO-255745 Plank Shingle CMU.odf Impact Resistant: N/A .. FL13192 R4 II ER RIO-2577-15 Plank to WSP Sheathino.odf FL13192 R4 It Install HardlePlank Siding.odfDesignPressure: N/A Other: For use in HVHZ install in accordance with NOA 15- FL13192 R4 11 NOA 15-0122.04.odf 0122.04. ' ' Verified By:. lntertek Testing Services NA Ltd.. Created by Independent Third Party:'No Evaluation Reports FL13192 R4 AE ER RI0-2553-15 Plank metal wood:odf 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 15-0122.04.odf Created by Independent Third Party: Yes 13192.3 HardleShingle Individual Shingles fiber -cement individual cladding shingles Limits of Use Installation Instructions Approved for use in HVHZ: No FL13192 R4 11 ER RIO-2555-15 Shingle metal wood.od( Approved for use outside HVHZ: Yes FL13192 R4 If Install HardieShingle Siding.odf Impact Resistant: N/A Verified By: lntertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: Evaluation Reports FL13192 R4 AE ER RIO-2555-15 Shingle metal wood.odf Created by Independent Third Party: Yes 13192.4 HardieShingle Panel fiber cement notched shingle panels (straight'edge, staggered edge, half round edge) Limits of Use Installation Instructions Approved for use in HVHZ: No FL13192 R4 II ER RIO-2555-15 Shingle metal wood.odf FL13192 R4 11' ER RIO-2557-15 Plank Shingle CMU.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13192 R4 II Install HardleShingle Siding.odf Design Pressure: N/A Verified By: lntertek Testing Services NA Ltd. Other: Created by Independent Third Party: No Evaluationi Reports FL13192 R4 AE ER RIO-2555-15 Shingle metal wood.odf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU.odf Created by Independent Third Party: Yes 13192.5 Prevail Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13192 R4 II ER RIO-2553-15 Plank metal wood.odf https9/www.floridabuilding.org(pr43r app dtl.aspx?param=wGEVXCtwtDgtsk%2bGnUu47ogxmaHRnH1104CXwWRgKOf7RrxWwZsbgA%3d%3d 213 4/28/M17 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 IS- 0122.04. FL13192 R4 11 ER RI0-2S57-IS Plank Shingle CMU.pdf FL13192 R4 11 ER RIO-2577-15 Plank to WSP Sheathlno odf FL13192 R4 11 Install Prevail Lao Sidina.odf FL13192 R4 11 NOA IS-0122.04.odf Verified By: intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RI0-2S53-IS Plank metal wood.Odf FL13192 R4 AE ER RIO-2557-15 Plank Shingle CMU.vdf FL13192 R4 AE ER RIO-2577-15 Plank to WSP Sheathino.Ddf FL13192 R4 AE NOA 15-0122.04.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 a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. -Pursuant to Section 4SS.27S(l), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter e55. 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 pudic record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the pudic. To detennlne if you are a licensee under Chapter 4SS, F.S., please dldc bgCr_. Product Approval Accepts: iCNcCM Credit Card Sate httpsJ/www.tloridabuilding.org/pr/pr app d.aspx7param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwWRgKDf7RrxWwZsbgAalo3de/gad 3/3 Florida Product Approval HardiePlank° Lap Siding For use inside HVHZ: o HardiePlank Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePlank Lap Siding fastener types, fastening schedule; and installation shall be in accordance with Engineering Evaluation Reports RIO-2553-15 or RIO-2557-15. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. J HardiePlank, A 1o. Lap Siding JamesHardie EFFECTIVE SEPTEMBER 2013 RM INSTALLATION REQUIREMENTS . PRIMED & COLORPLUSe PRODUCTSysll%IfYNJ9azLVr e.oanfor the most recent version. SELECT CEDARMILL° • SMOOTH • CUSTOM COLONIAL" SMOOTH • CUSTOM COLONIAL' ROUGHSAWN CUSTOM BEADED CEDARMILL° • CUSTOM BEADED SMOOTH • STRAIGHT -EDGE SHINGLE PLANK IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEADTO 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 HZ100 PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE" APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: As CUTTING INSTRUCTIONS Store flat and keep dry and covered prior OUIDOOF6 INDOORS to installation Installing siding vim or 1. Polo aAing stallion so Out wind will bnnrdat avay ham user 1. Cut only hosing score and snap. or shears (manual, electric or pneumatic). saturated may result In shrinkige at butl ant others b vmrWrrg argil. 2. Position cun g station In well-ven3ated area johns. Carry planks on edge. Protect 2 lice ate of tine nScore d situpses and comers from Ireaka James a Bed it Simi slap J De• ( mhael, ebctrc or (natmalq • NEVER use a parser saw Indoors Kirdie is not responsible for damage b. EldW. k Dist reducing circular sawerlgtAod wlh a - NEVER use a clrnrla saw blade Umr does not rffry, the Herdegade saw Made trademark caused by improper stora0e and handling ltartEelliade• sawMade and HEPA aecuheh extraction NEVER dry sweep - Use vet suppression or HEPA Vaculun of the product. c Good: L Dual reducing bustlers sawwI h a HardWWe saw Made only use. tar fuv b modw& arllhug) utnponait Note F r maodmin rkolectian Owebt respirable dust pralhtit,.6imes Hardie reco nmends always uEhg' la-liml cutting methods where leasbde. MOSH•approhed tesphaias can be used in corotncibn vAh abate uxnWhg practices to further reAxe dust moswes. Ad60arol allure l Itwmatbn is available t _ ' ' SO al vnwvpme9un9aoan to helpyou detemlre the most appuoprinie erttirg method for lohrlob requirenhents. If concern sM aim about eurposee lovelsa Sou do not comply with the abola practices. Sou sit ffl Allays consult a qua!lred industrial I"anisi of contact Janes Hartle for furllher information. GENERAL REQUIREMENTS: HardiePlank° lap siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. or directly to minimum 7/16" thick OSB sheathing. See general fastening regtliernents. Irregularities in framing aril sheathing can mirror through the finished application. Information on Installing James Hardie products over foam can be located In JH Tech Bulletin 19 at woAv. lamehardle.dbm 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 dude requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWraV Weather Barrier, a non•wdven non-perlorated housewrap', which complies with building code requirements. When installing James Hardie products all clearance details in figs. 3-14 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6' in the first 10'. Figure 1 Double Wall single Wall• Do not use HardiePlank lap siding in lasaa or (riot applications. Construction Construction Do not install James Hardie products, such that they may remain In contact with standing water water -resistive We W-In bracing HardiePlank lap siding may be Installed on flat vertical wall applications only, l or 24• o e mac For larger projects, including commercial and multi -family projects. where the span of the n ' wag is significant In length, the designer and/or architect should take Into consideration the coefficient of thermal expansion and moisture movement of the product In their design. These values can be found in the Technical Bulletin "Expansion Characteristics of r James Hardie" Siding Products' at www.JamesHardie.com. DO NOT use stain, oiValkyd base paint, or powder coating on James Handle° Products. INSTALLATION: JOINTTREATMENT One or more of the following joint treatment options Figure 2 Nal limline Is otR shed arerequiredbycode ( as relererlced 2009IRC °1d r. present pima R703. 3.2) ; - fastenerA. Joint Flashing (James Hardierecommended) betwean 3/4• 9 1 • him top B. Caulking* (Caulking Is not recommended rt1• pan of ptardo for ColorPlus for aesthetic reasons as the D11A0" e,n d ptaic Caulking and CololPlus will weather differently. For the same reason, n Cnlmg do not caulk nail heads on ezw- ColorPh,s products.) , Ha stding C. "H" jointer cover Instal planks in moderate contact at bun lams s/wWor•roSisUho blaster G ^0• n I' mer Instal a 1 1/ 4• starter tldp to ensure a mident plank angle leava approp"ate gap between plains and trim, Matsu caulk". Note: Feld painting over caulldng may produce a sheen difference when compared to the field painted PdmePha 'Refer to Caulking section in these Instructions. For additional information on tianisewrap-weather Maim. consult James Hardie at 1-e66.411ardle a wrwehardiLmmp.com WARNING: AVOID BREATHING SILICA DUST khmes Hartle produtgs contain reepfr IS crystatlre silica, wlhh;h IS lohoun to the Slate d glbmb tD MOO arias and Is considered W IARC and NOSH to be s cause of cancer froin some occupational seuroa. Breathing ocessive mnounts of tesviretrle slico dust cm also terse a disabling orb potentially fatal lung d'serse called slrcosb. and has been lucked w th other diseases. Some studies suggest snating ninny Inaaaea These ri t During kW AMm or handling p) work to addw arcas vAM ample vmlilvlmr; r4 use fifty cerwal s ms (of curling or, whom not feo bb. use a Hardir0ladee saw Mutt and dusl-reduclhg chcutar saw attached to a HEPA vaewn: f3) warn others In hie 8mnobleama: (4) wear a popery -ruled• NOSH•tappmared dttst mask of resorator (ui g. N-95) b accon lCo with opilkable rmmrnt mplaikms and rnarnrfacivrer Insuuctim toturara Iirrrl resphable dice elpsures ng two up, use HEPA vacuum uuor wet cbonup molhods - novelaY Sweep. For lutther inlanwllon, order r ungaeaton msbuctnorls and Material Sakti Dab Sheer evalable at mmonesh ide.cnn or by calling I.800.91HMTOIE (1.800942-7343). FALLM TO ADHERE TO OUR WARNW4 MSDS. AND INSTALLATION INPIUCTIONS MAY LEAD TO SEROUS PERSONAL INJURY OR DEATH. w>jm 1611118-P7/4 6/13 N >v. CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure S Figure 6 Roof to Wall Horizontal Flashing Vickout Flashing Slabs, Path, Steps to Siding Z flashin hired '' :ya '.rf:; rY. g •. ,..: min 4 Do not caulk Figure 7 Figure B Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry L' n I Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension o................. r., u71n A O rf.05,\— mutsaI 1 FASTENER REQUIREMENTS'`* Blind Nailing is the preferred method of installation for HardiePlanko lap siding products. Face nailing should only be used where required by code for high wind areas and must not be used in conjunction with Blind nailing (Please -see JH Tech bulletin 17 for exemption when doing a 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. 6 x 1 1/4" long i 0.375" HD) Screws must penetrate 3 threads into metal training. 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. 0S8 minimum 7116" 1 tga. roofing nail (0.121" shank x 0.371' HD x 1.75" long) Ribbed Water -head or equivalent M. 8 x 1 5/8" long x 0.375" HD). Stud l.— 02rfflx Nailhe/ WalarRashilva 1 VI-mEr - earrbr overap FACE NAILING Nails - Wood Framing 6d ( 0.113" shank x 0.267" HD x 2" long) Siding nail (0.09' shank x 0.221" HD x 2" long) Screws - Steel Framing Rubbed Bugle -head or equivalent (No. 8-18 x 1-5/8" long x 0. 323' HD) Screws must penetrate 3 threads Into metal framing. Nails - Steel Framing ET & F pin or equivalent (0.10' shank x 0.25" HD x 1-1/2" long) Nails must penetrate minimum 1/4" Into metal framing. OSB minimum 7/16" Siding nail (0.09' shank x 0.221" HD x 1-1/2" long)' Figure 15 ' Figure 16 Minimum overlap for Both Face and Blind Nailing min. 1 4' ' overap sd' — O. Q max 0 J.- Hate Heil 1 1N' min. oveAap water- restseve Wrier laminate sheet to be removed immediately after installation of each course for ColorPlus° products. When face nailing to 0SB, planks must he no greater than 91/4" wide and fasteners must be 12" o.c. or less. Also see General Fastening Requhemeals; and when considerhig ademative fastening options refer to James Hardie's Technical Bulletin USTB 17 - Fastening Tips for HardePlanle Lap Sdng. HS111194W4 6113 GENERAL FASTENING REQUIREMENTS PNEUMATIC FASTENING y ro Fasteners must be corrosion resistant, galvanized. or stainless steel. James Hardie products can be hand nailed or lastened with a pneumatic tool. Electro-galvanized are acceptable but may exhibit premature corrosion. Pneumatic fastening is highly recommended. Set air pressure so that the Jams Hardie recommends the use of quality, hot -dipped galvanized nails. fastener is driven snug with the surface of the siding. A flush mount James Hardie is not responsible for the corrosion resistance of fasteners. attachment on the pneumatic tool is recommended. This will help control the Stainless steel fasteners are recommended when Installing James Hardie$ depth the nail is driven. It setting the nail depth proves difficult, choose a products near the ocean, large bodies of water, or in very humid climates. setting that under drives the roil. (Drive under driven nails snug with a smoofln faced hammer - Does not apply for installation to steel framing). Manufacturers of ACO and CA preservative -treated wood recommend spacer materials or other physical banters to prevent direct contact of ACO or CA preservative -treated wood and altnninum products. Fasteners used to attach HardieTrfm 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 ri you are unsure of applicable compliance documentation Drive lasleners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). pig. A ) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk fill nail hole and add a nail. pig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For -steel framing, remove and replace nail. NOTE: Whenever a structural member is present, HardlePlank sh6ufd be fastened with even spacing to the struchral 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. 10 countersunk, fill & add nail Figure B DO NOT DO NOT under drive nails staple PAINTING DO NOT use stain, olValkyd base paint, or powder coating on James Hardie•' Products. James Hardie products must be painted within 180 days for primed product and 90 days for unprimed. 100% acrylic topcoats are recommended. Do not paint when wet. For application rates refer to paird manufacturers specifications. Back -rolling is recommended if the siding is sprayed. CUT EDGE TREATMENT Caulk, paint or prime all field cut edges. James Hardie touch-up kits are required to touch-up ColorPlus products. CAULKING For hest results use an Elastomedc Joint Sealant complying with ASTM C920 Grade INS, Class 25 or -higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written Instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. COLORPLUSm TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and culling ,tames Harde® CobrPlus® 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 fusing the ColorRus• Technotogy'touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardePlank• lap siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges Into tam where possible, and caulk. Color matched caulks are available from your ColorPlue 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 tourhn-up on .lames Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up will not be covered under the James Hardie CnlorPlus Limited Finish Warranty. PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUS® 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 norrnalry not necessary 100% acrylic topcoats are recommended DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie° Products. Apply finish coat In accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section HS11119-P3r4 6/13 COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste OVERAGE AREA LESS OPENINGS HARDIEPLANK' LAP SIDING WIDTH SQ 5114 6114 7114 7112 8 8114 9114 9112 12 1 SO =100 sq A.) exposure) 4 5 6 6114 6 314 7 8 8114 10 314 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 140 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 16D 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 26T 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 360 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart Is meant as a guide. Actual usage Is subject to variables such as building design. James Hardie does not assume tesponsiblity for over or under ordering of producL IRECOGNMCNAnamordarrAWhICC- ESEvvlm*nRepalESR-Z%HardlePlar0lapskingboecoyhedasasulladeallemaletothatspediedhVie 20.2009,620121ole1naUerelResldenlialCodefaOrro- and Two -Finely Dwemgs, and he 2006, 2009.8 20121ntematlonal &MI g Code,. HatdeRank lap sdQig is Aso nwoprhed for appAwOm In he bAowfiV Cky of Los Angeles Reseach Report No. 24 Z State of Foida listing FLg669. Dade Covey. Florida NOA No.02,07M02. U.S. Dept of HUD klaferials Release I Xlc, kms OepaAtrnl A Insurance Pmdud EyakwOon EC23. City of New York MEA 223.93-M. and Cerdomla DSA PA-019. These dowmenls shmAd also be oonsuiled kx additional intormaton conaemi g he suilabrdy of this pmducl br spedifkappiabo s. 02013James Halle BuOdhg Roducls., AO dghtsmserwd. Additional Installation Information, TK SM. all a denote kadenarfcs or regsWed tademahs of James Hardie Technology Umked.:iisamg.stemdtrademadc Warranties, and Warnings are available at JamesHardie ofJamesHardleTedwdogyUndod. www.Jameshardle.Com Panelfest is a registered tademedc or EThF Fasbnirg Systems. Inc— HS11119- P414 6t13 MIAMI-DAD. MIAMI-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (HER) Miami, Florida 33175-2474 BOARD AND CODE ADNILNISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.minmidade.eov/economy James Hardie Building Product, Ilse. 10901 Elm Avenue' Fontana, CA 92337 SCOPE: This NOA is•being issued under the applicable roles and regulations governing the use of conshvction 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 ineet the requirements of the applicable building code. This product is approved as described heroin, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HatdiePanel, CemPanel, Prevail Panel; HardioPlank, CemPlank Prevail Lap Siding; HardieSofFit, CetnSofl'tt 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., beating the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large *slid Small Missile Impact Resistant LABELING: A permanent label with the mantifacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on sofia panels. RENEWAL of this NOA shall be considered after a renewal application has been riled and there has been no change in the applicable building code negatively affecting tine performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in thi 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 rem&al 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 (Iris 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. H 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 vy Carlos M. UP -era, P.E. MtAMI.1]ADP COUNTY NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2b15 03 J3 p Zpls t'A& I -- James I•Iardie Building Products. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Subnulled under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HatdiePartel, Cem.Panel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSofftt, CemSofftt Panel; Installation Details Wood/Metal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0.311.07" •. 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -tip drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/201.2, with revision I dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Subinilted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. AT[ 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 So' edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. D3/3 pIZ015 Carlos M.. Uhrora, PX. Product Control Exaininer KOA No. 1"122.04 Expiratiou Date: May 1, 2017 Approval Date: April 9, 2015 1 w WALL LENGTI I PRODUCT DESCF8PTIOI. SEE ,ePanel®, Cempanel®, & Stud Spacing at 16" O.C. DETAIL A Prevail® Panel Siding materials are nonasbes'tos fiber -cement ProductsBE- " thick 15 ply APA rated tested in accordance with ASTM fl r QGAi I Iq - ' ( pjy she*" in C1186 Grade It, Type A and m9etitlg i r= +a fiQ`\,.. ,..,, a000dancewtth Florida the requirements of the Florida E• BuOd'ng Code Section Building Code. 23223 2 p. DIMENSIONS l i - / Zt Waienresistive Width Length Thickness WALL He 6, f C 1, !. i 7 `I O barrier per Florida 4' iEIG i building Code i { ,p: = `4•- Sedwn 14042 DF,SLG fPRESS_1JRERATING_ I 'SS %.1 ,..= V Installation Design Pressure r. 2' X 4' S-P-F 76 list t i Wood Studs Wood Studs FlardiePanel, impact Resistantover thick! 5 Ply B E---` " MUIQNM Cempanel, Plan installed plywood sheathingNarkat16O.C. (typ.) Prevail Panel APA rated 311r Minimum Edge Distance Siding RET.9U. 6 sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 1 HardePanel, Cempanel, T—Prevail Panel Siding water -resistive barrier per Florida Building Code Section 14042 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23223 2" X 4" S-P-F Wood Studs The wag and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. L4ARD1Epp NEI gr=mPAJEL,RE_V_Al_4PLkEl, S10tNG 1 j . AL1 LHDETAILS All inatio stallnshall be done in conformance with this Notice of Acceptance' the manufacturer's installationrecommendations, and the applicable sections of the Florida Building Code WoodstudswhereHardiepanel, Ciempanel, Prevail Panel Sic ng will be installed shall be designedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsof this N. O.A. plote17 SW thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3 APA stead plywood sheathing supporter Thesidingpanelsshagbeinstalledover5/8' thick 15 ply byaminimumof2"X4" S-P-F wood studs spaced a ma ftum of 16" O.C. Note2] The siding panel fastener shag be a 2" long. 0•22X head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shag be spaced at 6" O.C. at panel edges andintermediatestuds; the fasteners shall be driven through the 5r8" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. FastenersshallhaveaminimumedgedidOnceof30and a minimum clearance of 2" from corners. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION fames Hardie Building Products, ina 10901 Elm Avenue Fontana, CA 92337 WAG NO A I I PNL-PLK-SOFF 1! L' =1 V I Date: 4f242o13 Isr,rfr 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 II! 1. PQ07 Jt.Z - e •aiNi 6 "'° be'ila iea No `O 2 D"71raw4"' P>'aduee Coed I I• TJI • Fastener Spa^ing per Florida Building Code Section 2322.3 Ii PR0Ducr2E%%1r" By radtaItP F-RA MING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH•3-112" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEAT iIN • NOMINAL 51&' THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322-3 ApJI` - THE PANEL IS FASTENED WfTH 2" LONG, 0.223"HEAD DIAMETER, 0.M' SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing N 1 gyp- F40 ill FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) ALL LENGTH SEE PR QDJCL D_E,S-CRIPT[0-IA Stud Spacing at 15' O.C. HardiePanele, CempaneM, & Ptevail0 DETAILA panel Sing materials are nonasbestos B e-' i -T fiber-cemerd products tested inSWthick / 5 ply APA raced with ASTM C1186 Grade 11, fastened aC00njanGe rF I ( plywood ds as described Y A and meeting the requirements of i i oroir _ Q1;,Lli ` to metal studs the Florida Building Code. f' Lad 1 REv ! ;•i in Note 1 j• ° wo+jsgyiaREloe+de I ' %` , PANEL P_LtVI)=1J_S_IO JS t i•' B a1diCoe1~ ` ? Water -resistive Width Length I { Ao eohiol— i1.07 i S No. ' : barrier per Florida Thi5116" WALL a 8,9,10' S/16 HEIGHT i i 17tC ! * j iC Building Code i i • • ; Section 14042 )QE.S-IG_N PM. MU.MMUNG aft pn+moe;Ceaaols 'a %•:i i STATE Q ` Installation Design Pressure 209a, 3-&rX t.Sll3 Metal Studs -104 psi j•i i •! : I - _ .$' ••....... j; ' . G Metal C stud S/pNA i ,i o'' HaniiePanel. Impact Reslstant- 1 p r Cempanel, Panel installed over 5/8' thick 15 ply 0. Prevail Panel APA rated plywood sheathing Nails at 6" O.C. (typ.) 3/8" Minimum Edge Distance Siding W Q FpA1Z] CI. (Z II•P 4NE.L, zPIREV_11L PANEL .9jID4tyG IbjpjkL_LATION DETAILS M installation shall be done in conformance with this Notice of Acceptance, the manufacturer's pE 1L g installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel. Cemparnel. Prevail Panel Siding'will be installed shall be Sheathing fastener, as designed by an Engineer or Architect perthe Florida Building Code and the requirements of this described in Note 1. N.OA a [Note 11 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.6-18, 0.315" head diameter x 1-1/4" long Cole Panel fastener, as described in bugle head screw o ` Note 2 a The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing l supported by a minimum 209a, Nominal 3-5/8" X 1-5/8" Metal C ,ds spaced a maximum of 16" O.C. Pftd CmwW I HardiePanel®Siding [Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-50 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; thefastenersshallbedriventhroughthe5/8" thick 15 ply APA rated plywood sheathing into metal 11Jater-resistive barrier per mod, located at 16" O.C. Florida Building Code Section Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from 1404.2 comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL 5/8" thick 15 ply APA rated(i) INSTALLATION DETAILS METAL SKID CONSTRUCTION plywood sheathing fastened James Hardie Building Produce, Inc. to metal studs as described Imp 10901 Elm Avenue in Note 1. Fontana, CA 92337 20ga, 3-5/8" X 1.5/B" Metal C-stud Phone: 909356 6300 sZE FSCN NO VV4 NO Rev The wall and soffit frames are to be designed Fax 9D9.427-0634 A PNL-PLK-SOFF 1 by the Arch7dect or Engineer of Record in compliance with the Florida Building Code. Creator. E. Gonzales SCALE' 12' =1-o- Date: a242o13 sy_E1' 3 OF 12 I 6.00in. PRoaucr sFvSM 110*w*i02,1i1s de R' * 9 3v- ts,!" >3Nlr By FBAMMA _ STUDSGAUGE3-SW X IFASTENEDNomINALWITHSeWAFERHEADSCREWS (Z PERTOP 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 AMEE 1SINN— . - NOMINAL5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6' OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO. 8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW C_ LApPjNG. THE PANEL IS FASTENED WITH NO.8-18, 0.315' HEAD SNRESISTANTCladding 1 1 1 A I / Framing I i• I Sheathing II I• I II I I I I• I I.I OGA 0, i21 o STATE 0F I' I I =9• FCORIOQ=••-es ONA\- l FOR METAL AND WOOD STUDS PROVISIONS FOR DIAPHRAGM ACTION AND LOAD ARE NOT PART OF THS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEI„ PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION Janes Hardie Building Products, I=- 10901 Elm Avenue DIAMETERX 1.5/8 LONG CORRO 10 - Forrtana, CA g2337 RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT FscM NO MIy,, o REV LEAST 3 FULL THREADS PENETRATING THE METAL Phone: §64 56.6300 $rz= PNL- PLK-SOFF FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES Fax 909-427-0634 A AND INTERMEDIATE STUDS Creator. E. Gonzales SCALE 1•=1'-0° Oahe d124/2013 s+ a OF 1 Ti i WALL L at BE-• i as i I i • t.Qi mi B '4t-•- 3/4" Minimum Edge Distance ZM as lot Ws Q4A149 _ i Pit / will PlorriQe S ; HardiePlank, 71 ;MFO Cemplank, Prevail Lap Siding Water -resistive barrier per Florida Building I Code Section 1404.2 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Budding Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Reoord in mmortance-with the Florida Building Code. SEE LENGTrI DETAIL A Nails at 16• Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 PRODUCTD=SCRIM2M HardiePlank®, Cemplank3i, S Prevail® Plank lap Siding materials are nonasbestos fiber -cement5/g" thick / 5 ply APA products tested in accordance withratedplywoodASTMC1186GradeIt, Type A and sheathing in accordance meeting the requirements of thewithFloridaBuildingCode. Florida Budding Cade i Section 2322. P-ANEL,-pTINE IMS Water -resistive Width Length Thickness bard+er per S9-1/Y 12' 5/19* SuDdiukSectirn1404042DESIGNPRF{SSUIZE RATING z x a• S-P-F Installation Design Pressure Wood Sisrds Wood Studs -92 psf SS10 N A E Lap Siding Impact Re atant- Planks installed over 5/8" thick / 5 Ply cTic s. typ.) ''•iiiirNrr B-B 1-1/4' 4aU X 5/1G APA rated plywood sheathing thick starter ship HARI PLArIjC CMP A_N}5,.EYA_L4LARSID-IN aJNSTAIJ.A!O!1 DfA1LS All lnstallatian shaD be done in conformance with this Notice of Acceptance, the manufacturersinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemptank, Prevail lap Siding will be installed shall be designed by anEngineerorArctrifectpertheFloridaBuingCodeandmerequirementsofthisN.OANote1] 5/6" thick / 5 py APA rated pywoocl sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322 3. icingPlanksshallbeappliedhodzonWtycommefrom the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is s 8-1/4" verticaly. p4ote21Thesidingfastenershallbea2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and 1pCho fasteners are driven into wood studs through 5J8 thick / 5 ply APA rated plywoodsheathing, are placedintheoverlappingareaapproximately3WfromthebottomedgeoftheoverlappingplankVertical joints shag be placed over studs The planksshallbeinstalledoverSWthick15ply APA rated Plywood sheathing supported by a minimum of2"X4" S-P-F wood studs spaced a mabmum of 16" O.C. Fasteners shall have a minimum edge distance of 316. Creator. E. Gonzales HARDIEPLANK, CEMPLAHK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION lames Hardie Build'mg Products, fnm 10901 Elm Avenue Fontana, CA 92337 A I I PNL_PLKSOFF 1/2" - 1'-0" ' Date: 4/24/2013 ISHEEr 5 OF 12 Fasten Spacing per Flodda_,j Building Code Section 2322.3 16 in. O Cladding I I' Framing T ` • 1 Fastener Spacing per Florida Building Code Section 23223 Sheathing 0.7sn I I emieecaft wcse amce wo sy ade>?.o acce t so.2 Hn. FRAMING. NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3.1/2.16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHI AA— j IG NOMINAL SIV' THICK / 5 PLY APA RATED PLYWOOD SHEATHING'FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 L&-Q01xG PLANKS.OVERLAP 1-1/4" THE EXPOSURE IS s8.11V' THE PLANKS ARE FACE NAILED WITH 2-1/r LONG, 02=- HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS,•PLACEO 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION i e aaoopl ai h blS41I , No. 121 . BY STATE OF AQRIDQ`• •`' r FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND MAV6 LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 uE FSCM No DWO NO RE A PNL-PLKSOFF 1 at MCI tas WALL cc HFJGHT i i ptpi ii i 11 3/4' Minimum Edge Distance PMAI( A _ ritbi aFiorids Nails at 16" O.C. (typ.) Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 HardiePlank, Cemplank, Prevail Lap Siding A tptr,wood Watertesistive barrier per Florida Building Code Section 14042SWthick /5 ply APA rated sheathing fastened to metal studs as described in Note 1 20ga, 3-/8'X 1-5/8" Metal Cetud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE PIZODU-SCwPT O ETAILA HardiePlank®, Cemplank®, and 5V thick / 5 pry APA Prevail® Plank Lap Siding materials r ` rated plod are nonasbestos fiber -cement fig products tested in accordance withshelfastened ASTM C1186 Grade 11, Type A and to metal as meeting the requirements of thenNote1describeddin Florida Building Code. Watu-resielnre barrier per Florida PLANK DIMEN$LONS Sulding Code Width Length Thickness Scetlon 14042 S 9-1/r 12' 5/161• Ti \20ga, 35/8• X 1-5/e• l.i DESIGN PRES}S_U$E RATING F Metal C-sw Installation Design Pressure r HardiePlank Metal Studs -92 pst plank, Prevail G t tap Siding 1-1/ Impact Resistant - MAL Planks installed over 5/8' thick / 5 ply g.g a• ta11 X Sn s• Iff APA rated plywooii sheathingthickstarterstrip JARDIEPLAN&CEMPLANK PRE/A_ LI—AP $roING_IN5_TALL1&UO-N-DETAI . All installation shall be done in conformance with this Notice of Acceptance. the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code Metal studs where 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 ENote 11 SW thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6•cc at panel edges and all intermediate supports using a No.8-18, 0.315" head drameterx 1-1W long bugle head screw Planks.shall be applied horizontally commencing from the bottom course ofthe wall with 1-1W wide laps at the top of the plank such that the exposure area of each plank is s 8-1/4" vertically. Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4' long` bugle head screw over metal studs (,or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened:5 8-1/4" O.C. vertically and 16" O.C. horizontaly, fasteners are driven into metal studs through 5/8" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 50 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". Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Om Avenue Fontana, CA 92337 rZE PS" NO . 0M N0 A PNL-PLC-SOFF 1120 = T-T I Date: 424/2013 I srer 7 OF 12 6.00in. 16 in. OC Cladding I 6.00in. • I I j I FramingI I I s,00iRoc I I I Sheathing j 0.75in•T-' I• -I . j , I ,`,'" OGAGy 'ram mot ` _ 14 T _—............ -o ICod3TATEOF aa,1 r-ft41OR14P • .`` , s f1hAt • t NOMINAL 20 GAUGE 3-5/B" X 1-5/8" STEEL STUDS IS- O.C. FASTENED WITH SW LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND W000 STUDS, PROVISIONS FOR DIAPHRP.GM ACTION AND GRAVITY LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) COMPLIANCE WITH THE FLORIDA BUILDING CODE S E4TFyNG • NOMINAL 518" THICK 15 PLY APA RATED PLYWOOD SHEATHI NG 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 ° HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING HEAD SCREW INSTALLATION DETAILS METAL STUD CONSTRUCTION cLanD l PLANKS OVERLAP 1-19' THE EXPOSURE IS 58-1/4" James Hardie Building Producxs,.tna THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" 10901 Elm Avenue HEAD DIAMETER X 2-1/4' LONG CORROSION- • Fontana, CA 9=7 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW s Pscw ovw No SHALL HAVE. AT LEAST 3 FULL THREADS Phone: 909-3SS-63W 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. Gonzales sc" 1" =1•-0' Dam: 424/2013 SHM a OF 12 STUD LOCATION I I i WALL 4EIGHT i QEML A WALL I.ENG7H Stud Spacing at IS"O.C. 3/8" Minimum SSE E&0AQC-LDESCRIPTIOt4 HardieSoffit& & Cemsoffit® materials are DETAIL A nonasbestos fiber -cement products tested in T— accordance with ASTM C1186 Grade It, Type A 1 and meeting the requirements of the FloridatJBuildingCode. sQFF[T_DIMENSION$ 2" X a• S-P-F Width length Thickness Wood Studs 4! g! IN' pjtSIGN, __P_FZf S_S1Jf Ej?A-TjtL Hardiiesotnt, Installation Design Pressure Cemsoffit Wood Studs -70 psf VI PRODUCT REVLm Nails at 4" O.C. (typ.)I ap REVISED as Complying,,,hh dw FkcideDistanceildibBedlCoa}e W6 1 evading Code I!Ior3-Gns7 o I f pn ev B' eprodxscoeaot offd'fastener, as escribed in Note 1 HardieSofitt, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wan and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. OGAvj/ No. 21 t fit• STATE OF HABATES_OAF_IT EM.S_O_EF_IJJ2AN.ELj ST 4LLAJJ_O-N-D.E.t.A- M a AD installation shall be done in conformance with this Notice of Acceptance, the manufacturers insbllaadon recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoM Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of th's N.OA The soffit shall be installed over minimum Z%4" S-P-F wood studs spaced a maximum of 16" O.C. Note 13 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced atd" O.C. at panel edges and Intermediate studs; the fasteners shall be driven into wood studs lorded at 16" U.C. Fasteners shall have a minimum edge distance of 3V and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 FSGM NO MG NO PNL-PLK-SOFF r 4.00in.-+I 16.00irL Cladding Framing 4.W 1 Amen om No va J ,07 Arid PnrbAG d By STATE OF = S10N1L`C, F <NLnLC NOMINAL 7' X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION) ' NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCNTECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING , THE SOFFIT IS FASTENED WITH 27 LONG, 0223• HEAD HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337. Fax 909-427-0634 A IPNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" =1'4" Date: 4/242013 SHEET 10 OF 12 ALL LENGT'ri —'' SEE E&0_D_US0 D_E•S_CRIP_TLQY. Stud Spacing at 16° O.C. HardieSoffil® & CemsoffitO materials DETAIL A are nonasbestos fiber -cement products tested in accordance with ASTM C1186 i- -• ;-r---- -.- .:--- - Grade 11, Type A and meeting the requirements of the Florida Building Code. i i.i i•; i i i :.i i.i = i 20ga, 3.5/8" X 1-5/8" Width Length D_S-LTh ckness WALL i i I I i i Mehl Gstud 4' 8' " IEIGHT i HardieSotfit, - i i 1 DE.S_IGN eRF.SSUR RA q Cemsoffrt gii !i •! •' Installation Design Pressure Mehl Studs rl'0f% 1.. .._... I fli ...... Bt--( MODUCiRE SW- PRODiJCT REVOM as whb a Ekwids < C`'•• Nails at 6" O.C. (typ.) +vtrmts 3/8" Minimum Edge Distance e ii5ott Na ft). 12 P_ ET&L-6- wt+ett+ Camd' a¢ Y oauQ Gonad F, ORIC P C `" . v 1RR1? FFCEMS_O_FF_LtP_Ar1E.41NSIA_LlA7 QN-DETAD-S r NAL All insfiaDation shall be done in conformance with this Notice of AcceptanE€!ilE hl riufacturers Installation recommendations, and the applicable sections of the Florida Building Code. I fastener, as Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or ribed in Note 1 Architect per the Florida Building Code and the requirements of this N.OA a The soffit shall be installed over minimum 20ga. Nominal 3-5/8" X 1-5/8" Metal C-studs spaced fit a maximumThe ofsoffit O. C. HardieSoflk Cemsof Note 11 The sotfrt fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' fong` ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating metal ' framing); the fasteners strati be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. d HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION 209a, 3 $/8" 4 1-5/Sr Metal C stud j The wall and soffit frames are to be L designed by the ArcFirtect or Engin_er Pnone; gvu-'- ,3e00 of Record in compliance with the Fax 909-427-0834 Florida Building Code. Creator. S. Gonzales. James Hardie Building Products, Inc. 10901 Om Avenue Fontana, CA 92337 PNL- PLKSOFF 1/ 2"=1'-0" I Date:4/2412013 isrreer 11 OF 12 - RN Cladding Framing lo 6.00In. PItCIDR1Cl' 1/tSED I • •vrgi16ef1ef# rgE{i® g fr C s g NiA tlso lFir:ids pfiiiii F.O." fill i ter 7 lit r t NoZ. I 'Q 90 ••. FLORA fi+j3 Fssfoo NOMINAL 20 GAUGE 3-5/8" X 1-S18' STEEL STUDS 16" O.C. FASTENED WITH WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAvrTy LOAD NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) E AND BOTTOM CONNECTION) ' THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING_ HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-1/4' LONG CORROSION RESISTANT'RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL, THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS WO-C. AT PANEL EDGES AND INTERMEDIATE _ 10901 Elm Avenue STUDS Fontana, CA92337 Phone: 909-356-6300 soa r+scµNo oVG NO Rv Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SIC" 1"=11-0" Date: 4124F1013 Sr EtTT 12 OF 12 42812017 Florida Building Code Online i ',,I:y.lt'c1G:'Qld'C•S': ',-• L'Ja.,ew - • BCIS Home •. Log In { User Registration { Hot Topic { Submit SurMarge Stats S Facts { Publications { FBC Stall BCIS Site Map { Links i Search { dbszr. re, Product Approval USER: Public User Product AoorovAI Menu > Product or Application Search > Application List > Application Detail i;if FL It FL12194-R3 t Application Type Revision Code Version 2014 Application Status Approved I 4 2i 1 Comments i.. Archived Product Manufacturer Aluminum Coils, Inc. I Address/Phone/Email 5001 West Knox Streettr Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com r Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost t %t'; = Address/Phone/Email 5001 West Knox Street t : t .=;: r . Tampa, FL 33634 4 t' `• i1I;-..,; 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative u+•{ < s;,; Q„ Address/Phone/Email t','•" Category Panel Walls a. ;:'_ Subcategory Soffits j. i 4 Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received 4' Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 i,+ .•. Quality Assurance Entity PRI Construction Materials Technologies, LLC r' :. `' c 4 . 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 04 T4 Soffits Ddf Referenced Standard and Year (of Standard) Standard Year AAMA 1402 1986 Equlvalence of Product Standards fCertiied B Y Sections from the Code htipsJ/www.0oridabuilding.orglpr/pr app dU.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsXSGEO%2f1CXzN'pyx /o3d%3d 12 4/2812017 Florida Building Code Online Product Approval Method Method t Option D Date Submitted 08/27/2015 Date Validated 08/28/2015 Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/05/2017 Summary of Products _ -s =` : ;--. w:._; :..t ;;; .. ; --- j • -- - FL # Model; Number or Name Description - 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R3 tI ALC1S001 Evaluation Report 2014 FBC 04 T4 Soffits.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALClSO01 Evaluation Report 2014 FBC 04 T4 Soffits.pdf Created by Independent Third Party: Yes r Contact :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1624 The State of Florida Is an WEED employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. if you have any questions, please contact 850.487.139S. -Pursuant to Section 455.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: icMA Credit Card Safe httpsl/www.ftidabuildirtg.orgfpr/pr—app dtl.aspx9param=wGEVXOwtDquk24AUC%21EHMrNrkL4bysALEZSXMjsXSGEOg/g2f1CXzYpyxAak3d%3d 212 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 51" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application Instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 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 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. MCREEKTECHNICALSERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in? Ain.ft for the 'full vent' configuration and 11.1 in2Ain.ft and for the 'center vent' configuration. See Appendix D for dimenslon drawings. W riei rirr e• crnr<u vrur 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 In llin.ft for the 'full vent' configuration and 4.2 WAin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001. FL12194-133 Page 2 of 3 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t,l llll l r',, G PRY R. • p9 .,. C•E N S• FS . NO 74021 0 O:• STATE OF E CERTIFICATION OF INDEPENDENCE 2015.08.27 07:05:00 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4•pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this repon 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 FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit— 12-incho.c. Fastener Fastener Location Location b. 12" T4 Soffit— 4-inch o.c. Fastener Fastener Fastener Fastener L tion L tion Location 1 Location l c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location L lion be designed by others in accordance with 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. z CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit— 8-inch o.c. Fastener Lm-ation 1- Fastener Fastener Location 11,l ALUMINUM COILS, INC Soffits Approved -System Numbers and Definitions ILFA Approved Systems for 12-Inch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24,14 Approved Systems for 244nch Overhang with J-Channel Appendix A Approved Systems for 124nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width PSI) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max' One (1) min. 3/8-inch head die. nail, One (1) min. U x 3/8-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 3/16- 12F-1 164nch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 164nch inch head dia. trim nail t40.0 24-inch o.c. o ce spaced 36-Inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/44nch long x 12F-2 164nch 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 244nch o.c and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max Masonry One (1) 14 ga. 5/8 Inch long T nail Wood One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x0.0724nch dia. x min. 1144nch 48 16-inch spaced 8-inch o.c. crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 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 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width pso 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 1/24nch One (1) min 3144nch x One (1) min. 1 3144nch long x 12JA Max. Wood staples in diamond long x 3/84nch head diameter Wood 1/4-inch crown staple i dia. inch 16-inch pattern spaced 24- screw spaced 164nch o.c. spaced 8-inch o.c.. ailspacedheaddia. trip nail spaced 48- head dia. ed 64.264. 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 MOP 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. MasonMasonry 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- t53.3 12-inch spaced max. 8-inch O.C. 4-inch o.c. and securing each inch head spaced panel lap 12-Inch o.c. One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x Max. Three (3) 16 ga.1/4-inch crown x 1 • 1-inch leg staples spaced max 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 253.3 spaced 164nch o.c. panel lap inch head spaced 12-Inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 318-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. Vim nail 525.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 114-inch One (1) min. 1 3/44nch long 16F 4 Max. Wood crown staples in diamond pattern Wood One (1) min 3WInch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 164nch spaced 24-inch o.c. crown staple spaced 84nch o.c. inch head dia. trip nail 36.1 spaced 48dnch O.C. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1)14 ga. 5/84sch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 143.316-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3)18 gaA/flinch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16 rnch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch o.a and securing each finishing nail with min. 3/16- t43.3 spaced 164nch 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 MOP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment- Attachment 16.11 Max. W Three ( 3) min. 3/44nch x 1/4-inch crown staples in diamond pattern Wood One (1) min 3/4-Inch x 1/44nch One ( 1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16- inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MEMO CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel 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 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-90 diamond pattern inch x ring One (1) min. 1.754nch inch 3/16-inch head spaced spaced 16 inch o.c shank nail x 0.0724nch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 3/16-Inch head spaced 44nch 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 ga1 /fl- One ( 1) min. 1.75-inch x Max Inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0. 0724nch diameter 80/ 24F- 2 12- inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16- inch o.c. inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c. searing One (1)18 ga. 1/4- One ( 1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0. 072-inch diameter 80/ 24F- 3 12- inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76 6 spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FM 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 psi) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3) 18 go. 1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 164nch 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. 1.754nch inch o.c. and securing 3/16-Inch head spaced spaced 164nch o.a shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24-Inch o.c. finishing finishing nail with min. head spaced 4-inch o.c. One (1)18 ga.1/44nch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 164nch Wood Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3116-inch head spaced 164nch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-Inch o.c. finishing nail with min. 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. socuring One (1)18 ga. 1/4- One (1) min. 1.75-inch x One (1)14 ga. 5/8- anchored to each panel lap Inch crown x 1-inch 0.072-inch diameter 24F-6 166-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch Inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-Inch diameter each panel lap 16-inch o.c. nail 244nch o.c. finishing nail with min. 3/16-inch head -spaced 44nch o.c. ALCIS001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M CREEKim TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved. Systems.for•24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel. Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-Inch x 7d One (1) 18 ga.1/4•Ineh Nominal 1)2 ring shank nail crown x 1-Inch leg No.2 SYP anchored to Three (3) 18 g a.1/4-inch crown straight -nailed through9g 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. raker with one x 1-inch leg of the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 26012-inch 1) min. 2.25- staples in diamond min. 2.25-Inch x 7d One (1) min. 1.75•Inch leg staples, spaced 16-Inch heads acedPinchx7dringpatternspaced16- P P inch ring shank nails toe- Walled on either side o1 x 0.072 nch diameter 8 inch O.C. 12-inch o.c. shank nail 24-inch o.c. o.c, the the batten at each finishing nail with min. 3/164nch head spaced Intersection. Max. 4-Inch o.c rafter spacing Is 24-inch o.c. Nominal 1x2 No.2 SYP scabbed between mftere with one (1) min. 2.25-Inch x 7d One (1) 18 ga.1/4 inchNominal1x2 ring shank nail crown x lncch leg No.2 SYP anchored to Three (3)18 9 a.1/4-inch crown stwi ht-naled through9124nchtherafterIntotheend staples sped o.c. searing One (1) 18 ga. '/.- 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) panel lap leg staples spaced x 0.072-inch diameter 16 inch 1 min. 2.25- sta les in diamondp min. 2.25•kxh x 7d One (1) min. 1.75•inch Wood 8-inch o.c. and finishing nail with min. 3/16-inch heads aspaced t53.3 inch x 7d ringg 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 24inCh O.C. the batten at each battenlrafter 31164inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 244nch o.c. ALCIS001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation• recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION ALUMINUM COILS, INC Soffits Appendix B Note - Refer to the APPRovt:D SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail Min. 3/e' hued dio. halt W1th min. 1%" en3e9amsnWor wocd substreca) or min. 9.097' die. T-a+ll cr 3tub nsll wich min. 5!0' ongegementifor ccncrece or black substrate). :spaced ae sictud lbove. ASCIA SLIP BOARD FASCIA TRIM 12F-1 8 I I I II \—.'F CHOANFNEL IT OVERHANG WIDTH VARIES) 12F-3 wccd concrate or Black. k FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" 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 614320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN 3/4• x 1/4• ; DIAMOND PATTERN t DETAILLiCROWNSTAPLES , Lr .ErvtSMUSINGADIAMOND ` sr.n.cs PATTERN FACIA BOARD FASCIA CAPL: 12F-2 3/4• X I/4- CROWN FACIA BOARD 8. 1-3/4- TRIM NAIL STAPLE ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. F- CHANNEL CAN BE PAINTED S.S. 48-FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLAkGE UP OR 3/4- x 1/4- DOWN CROWN STAPLE SOFFIT- max • 12 -inch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA D ETAI L ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. OPEN RAFrER W;NIEDO SOFFIT STAPLE asr I I DIAMOND PATTERN1 I f r DETAIL FACW BOARD a/s• crvtr i 3/4" X 1/4- CROWN STAPLE "24" J-S. ON CENTEER USING A DuwOND PATTERN FASCIA CAP 12J-1 3/4" X 1/4" CROWNFACIA STAPLE "8" ON CENTER BOARD 1i—CHANNEL 1-3/4" TRIM NAIL Pacre•,eed to soffitPA1NiEDon(1) its a S.S. 48"ith FASCIA CAP 212" x 318' bead diaseter screw, O.C. 3/4" X 1/4" 26" o.c. CROWN STAPLE sUFm—max. 12-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALCIS001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t f' TRIM NAIL FASCIA BOARD PAINTED SS FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER FASCIA BOARS I+ Ga !X t11.E 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP. REFER o CXANNEL TO SOFFIT It FASCIA DETAIL SOFFIT: MAX. 16' SPAY 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. 16F-3 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail bl:n. 3/9" head dia. nail w1,th min. 1U° enyagemont(for woo] subatrats) or min. 0.097" dia. ?-nail or stun nail witb min. 5/3" engagament(for cgncrere or block substrate), epoced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL Wood, wn-c—r- or Block W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD ##T50 8" X 3/8" STAPLE 16" O.C. L—PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail. 1i 1 ` n„ ` SOFFIT STAPLE OPEN RAFTER 3/4• x 1/4• ( DIAMOND PATTERN O ETAI LCROWNSTAPLES , 1, USING A OVw ONO Lrr SMED,I sr•a.cs i PATTERN FACIA BOARO i FASCIA CAP 16Fa4 3/4• X 1/4' CROWN FACIA BOARD a• 1-3/4• TRIM NAILSTAPLEONCENTER 1-3/4• TRIM NAIL PAINTED S.S. r_'F- CHANNEL CAN BE PAINTED S.S. 48• FASCIA CAPINSTALLEDWITHTHED.C. NAIUNG FLANGE UP OR 3/4- X 1/4- DOWN CROWN STAPLE SOFFIT-n• 16-:itch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. ECREEK TECHNICAL SERVICES. LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail 1 t- TRIM NAIL FASCIA BOARD PAINTED S.S. i FASCIA CAP SOFFIT rq' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1-4- CROWN STAPLES SOFFIT 8 FASCIA USING A DIAMOtID DETAIL 16F-2 & PATTERN. REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA REFER TO SOFFITIT & FASCIA DETAIL g F' CHANNEL SOFFIT; MAX 16' SPAN M SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 OPEN RAFTER 3/4- X 1/4- CROWN STAPLE 24- ON CENTER USING A DIAMOND PATTERN CHANNEL 1-3/4' TRIM' NAIL PAINTED S.S. 48' D.C. SOFFIT -max. 16-inch span WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE r L ; DIAMOND PATTERN FACIA BOAI70 DETAIL1` > t i FASCIA CAP 3/4- X 1/4- CROWN FACIA BOARD STAPLE -8- ON CENTER 1-3/4- TRIM MAIL PAINTEO S.S. FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I i' IRIM NAIL FASCIA BOARD PAINTED S.S. I'r,'- (RO4N I FASCIA CAP STAPLES SOFFT AUSING DIAMOND PATTERN; REFER TO rq* E.VDMN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAIL 1 f TROt NAIL FASCIA BOARD PANTED S.S. SOFFIT b FASCIA DETAIL 24F-1 8 24F4 rd- (QOMII STAPLE — fASCIA CAP, gEFER TO SOFFIT L FASCIA \ D? AIL / 3 0 Nwir$ 11T SYP 3l0 Batten AMbWed to SOFFIT; MAX. 24' — LF-CHANNEL Raibr are _ Ruy SAa:ikWA WB at ovary Rafter WOOD SOBSIRATE SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail I f' tMM NAIL FASCIA WARD PAWTEO S.S. 14. SnOOtN smuix I - I I FASCIA CAP ROOF NAILS SOfflT v I-r!' (ROWN STAPLE I I' TRIM NAL FASCIA ROARO PAWTEO Ss. SOFFIT b FASCIA 24F-2 & I DETAIL 24F-5 i NJ- CROWN STAPLE FASCIA (AP: a(FEa TO SOFFIT t FASCIA o OEIAtL MandateI'aY STP Batten AnchoreO fo SOFFIT: MAX. 24' F-MI44EL RaNen .ah one to Ring Shank Nail of a.N2 RNfef WOOD SUOSIRAtE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report -is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J' TRIM NAIL FASCIA BOARD PAINTED SS 146A I' 7-NAILS it FASCIA CAP SOFftt 1-4, CROWN STAPLE I i' TRLY NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 & I 24F-6 I'd' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL New"rar SYP Boffen Authored to SOFFIT, MAX. 24' F.CNANNU Ratters -ith are 2d Rile Shank Nan at every Rafter MASONRY 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 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t- TRIM NAIL ,,—FASCIA EOAItO PAINIEO SS. 1'1a' CROWN FASCIA CAP StAPIES SOFFIT USING A OfAMONO PATTERN: REFER TO 1-4' CROWN STAPLE SOFFIT STAPLE CANnt.EvEREO 0101.00 PATTERN RAf7ER OCTAL FASCIA BOARD t F TRIM NAIL. SOFFIT & FASCIA PAINTED S.S.DETAIL 24J-1 & 1.4' CROWN STAPLE 24J-2 FASQA CAP; REFER TO SOFFIT L FASCIA Tai 1' A T itP banna 0EtA0. wabbed bemen nSOFFIT; MAx. T' 1NANNEL o11n am L 1I 70 ting Hunt nad a11ma111•nalled woupn tha Mtar Into Iro end WOaO SUBSTRATE of the bazten or two (2) 7O i ling swh nags ne•nalad an \ / Wher sau of Ina wtlem in ON - wnwrsllet mmmectlon / SOFFIT STAPLE DIAMONO PATTERN ALC1SO01 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule, 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, 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,dt is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. B. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension 'a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind*Presstyres for Soffits in Exposure B Building Type :, Zone Mean' Roof Height ft Basic Wind S eed Mph) 120' 130.. 140 1.50 160 170 180 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 1 -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 1 -54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 1 13.8 16.0 18.3 20.8 23.5 26A 29.4 32.5 5050 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 1 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 1 34.7 60 13.1 15.4 1 17.8 1 20.5 1 23.3 26.3 29.5 32.9 1 36.4 ALC15001 FL12194-113 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify, CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design -Wind Pressures for Soffits in Exposure C Building Type Zone. Mean Roof - Hei ht ft Basic Wind Speed mph). 120 130" 146 150 160 • .. 170 180 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 31.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 1 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 1 23.7 27.2 1 31.0 35.0 39.2 1 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind Pressures for Soffits in Exposure D Building Type Zone Mean Roof Hei Fit ft Basic -Wind Speed m h 126 ' 130 . 146 . 150 160 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0• 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 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 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 ' 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 1 27.5 1 31.6 1 35.9 1 40.5 45.41 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/4" r t/8" HEM 15/8' J1_ 3/6' t 3/8" WmETK VIEW vit, PROFILE ISOMETRIC VIEW 3/r PROM r] 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. Fascia CREEK TECHNICAL SERVICES, LLC 3/4'` 7/8" 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALCl SO01 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 18' BLANK 3 / 8 PROFILE sa nv. rn. 0100000 0 0 D D 0 0 D a 0 0 0 DDDDD DDODDD 0 D 0 D 0 MIH I MWA PAMRN (NI I M of I wm romm N smg OiREcrim As Ibes) ALUMINUM COILS, INC Sotfits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 7/8" 1 3 t/8" 1/8" 5/16" 1/2" 1/2" 1/2" 1/2" 1/2" 13.7S" BLANK 3/8" PROFILE 1625 YJ TYP. 1 00000 000000 00000 000000 00000 W ME, IRAI9 PATrVW M111 «n tUXPVERS FORMED P1 SAME DNEMON AS W9S, END OF REPORT ALClSO01 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa. FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application Instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum'load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 610320-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels provided in 16- inch sectlons. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and fot the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit F,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2Ain.lt for the 'center vent' configuration. See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 2 of 3 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PaYIrR 8a i,,', E,s.. Fs,2015.08.27 tiP••• No 74021 07:05:00 04'00' STATE OF 0 4 O R % O P N1Zachary R. Priest, P.E. Florida Registration No. ".;Sj NA%%% Organization 021 No. A E9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. 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 Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C R E E K ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix A APPROVED SYSTEMS The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Lotion Location Location c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" 04 Soffit — 8-inch o.c. Fastener Lncatinn if - Fastener Fastener Location l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved SystW s for 124nch Overhang with F-Charinel 12J Approved Systems for 12-Inch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang with,F-Channel 16J-# roved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 2446ch Overhang with F-Channel 4 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 0.072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 12S-inch embedment spaced Wood crown staple spaced 16 inch inch head dia. trim nail t40'0 24- inch o.c. O.C. spaced 36-inch o.c. Max Three ( 3) min. 3/4-inch x 1/4-Inch One (1) min 3144h 1/4-inch ncxOne (1) min. 1 3/4-inch long x 0.072- inch dia. x min. 1/4-inch 48 12F-216-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. 12F-3 Max. Masonry One ( 1) 14 ga. 5/8-Inch long T Hall W One (1) min 3/44nch x 1/4-inch 84nch One ( 1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. crown staple spaced o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALCIS001 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 Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psQ Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-Inch One (1) min 314-Inch x One (1) min. 1 3/44nch long x 12J 1 Max. Wood staples In diamond long x 3/8 inch head diameter Wood 1/4-inch crown staple 0.072 inch dia. xmin. 1/4-inch 48 164nch 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 Jchannel Inch o.c. Approved Systems for 164nch overhang with F-Channel Wail Cdnnection Eave Connection System Panel MDP No. Width pso 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 inch diameter 16F-1 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced max. finishhinging nail with 3/16- t53.3 12 inch spaced max. 84nch o.c. 44nch o.c. and securing each spaceinchheadspaaced 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.114-inch crown x 1- 1-inch leg staples spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-Inch o.c. and securing each finishing nail with min. 3/16- i53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/84nchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 dia. inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail t25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-Inch long 16F Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-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 FL12194-113 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width Psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-5 Max. Masonry One (1)14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- finishing nail with min. 3/16- 343.3 16-Inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 go. 114-inch crown x One (1) min. 1.75-Inch x 0.072-inch diameter 16F-6 Max. 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch o.c. and securing each finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall -Connection Eave Connection System Panel MDP No. Width Psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/4-inch long x 0.072-inch dia. x16J-1 164nch Wood crown staples to diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. tripspaced24-inch o.c. 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga1/4- One ( 1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1. inch 01072-inch diameter 24F- 1 12- inch Wood leg staples in 1) min. 2.25- Woo0 leg staples spaced 8- finishing nail with min. 801-90 diamond pattern Inch x 7d ring One ( 1) min. 1.75-inch inch o.c. 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) 18 ga. 1/4- One ( 1') min. 1.754nch x Max inch x 11 ga. anchored to each panel lap Inch crown x 1-inch 0. 072-inch diameter 80/ 24F- 2 12- Inch Wood smooth shank rafter with one Wood spaced legstaplesspaced8- finishing nail with min. 76 6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch Inch 3/ 16-inch head spaced 16- Inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 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 80! 24F- 3 12- inch Masonry Inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 164nch head spaced inch ring shank x 0.072-inch diameter 12-Inch o.c. nail 24-Inch o.c. finishing nail with min. 3/ 16-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall ratify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F=Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-Inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 124nch o.c. searing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-Inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2'25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern InInch x 7d ring One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24-inch o.a finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 go. 1/4-inch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 18 inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/1 6-inch head spaced 16-Inch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. One (1)18 go.1/4-Inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-Inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width PSQ 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) min. 2.254nch x 7d One (1) 16 go.1/4-inchNominal1x2 ring shank nail crown x 1-inch leg No:2 SYP anchored t0 Three (3) 18 ga.1/4-inch Crown straight -nailed through8g the rafter Into the end staples spacedpp 124nch o.c. securing One (1) 18 ga. /.- One (1) min. 1.754nch ygJ_1 Max rafter with one x 1-inch legeg af•te "tten, or two ( each panel lap Wood inch crown x 1-inch x 0.072-Inch diameter finishing nail with min. t60 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.7Sincn leg staples spaced 3/16-inch head spaced inch x 7d ring pattern spaced 16- ring shank halls too- x 0.072 incit diameterx0.0ing 8-inch o.c. o.c. shank nail inch o.c. nailed on either side of nail with min. 12rr1ch 24-inch O.0 the batten at each batteNratter 3/164nch head spaced Intersection. Max. 4-inch o.c. rafter spacing Is 24-inch o.c. Nominal 1 x2 No.2 SYP stabbed between rafters with one (1) One (1) 16 ga.1/44neh Nominal 1 x2 min. 225-Inch x 7d ring shank nail crown x 14nch leg No.2 SYP Three (3) 18 straight -nailed through staples spaced 124nch o.c. securing One 1 18 a. 'h- g One 1 min. 1.754nch anchored to ga.1/4-inch crown the rafter into the end each panel lap inch crown x 1-inch x 0.072-inch diameter 24.1-2 Max rafter with one x 1-inch leg of the oaken or two (2) Wood leg staples spaced finishing nail with min. 53.3 16- inch min. 2.25- shapers in diamond min. 2.25-Inch x 7d One (1) min. 1.75-Inch 8-inch o.c. and 3/ 16-inch heads aced inc inchx 7d ring pattern spaced 16 ring shankhanknails toe x 0.0724nch diameter securing each panel 16-inch o.c. shank nail inch o.c. nailed of eitherateachfinishing nail with min. lap 24- inch o.o. at thebattenat each batten/ rafter 3/ 164nch head spaced Intersection. Max. 4-inch o.c. rafter spacing Is 244nch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note -Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Min. 3/61 head die. nalt with min. 1S.•" en3agament(lor wood subttrate) or min. 0.097* dia. T-nail or stub nail with min. 5/8" or-gagement(for eon --rote oc t1oeY. eubatratu). apa:od be notud aaove. ASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I II\—"F" CHOANFNELIT ( OVERHANG WIDTH VARIES) 12F-3 wood. Mncrote or alvc'r. wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" fT PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALCIS001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail n SOFFIT STAPLE OPEN RAFTER 3/4' x 1/4- ; DIAMOND PATTERN j 0 TAIUSINGaCROWNSTAPLES A DIAMOND r wrVEMI Twnts ` PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4- X 1/4- CROWN FACIA BOARD 8' 1-3/4TRIM NAIL STAPLE ON CENTER 1- 3/t' TRIM NAIL PAINTED S.S. 7' CHANNEL CAN BE PAINTED S.S. 4a, FASCIA CAP INSTALLEDWITHTHED.C. NAILING FLANGE UP OR 3/4- x 1/4- DOWN CROWN STAPLE SOFFIT- nt". 12-inch span W000 SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3n N` SOFFIT STAPLE ST 1 r DIAMOND PATTERN DETAIL FACIA BOARD % an' nrmr I STAPLES 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4' X 1/4' CROWNFACIA 8" 1J—CHANNEL BOARD 1-3/4' TRIM NAIL STAPLE ON CENTER jTRIMMLPaFrewedtosoffitPAINTEDoneil) e8 a S.S. 18'with FASCIA CAP 1!2" cSib' head diameter screw. O.C. 3/4' X 1/4' 26, o.c. CROWN STAPLE SOFFR—max. 22-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001 FL12194-113 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I f' TRIM MALL[,, -FASCIA BOARD PAINTED S.S. FASCIA CAP SCFfR 1-14- CROWN STAPLE OPEN RAFTER FASCIA BOARD A6f 518' I4L4 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAPj REFER TO SOFFIT t FASCIA DCrAI. F- CHANNEL--,--" HANNEL SOFFIT: MAX. x- SPAN MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail Min. 3/$" heal di a. nail with min. 1%" ongartomenc ,,for woo sub3tr,&Z W ar min: 0.097• dia. T-nail or stub nail with min. S%3" engagement(fer c;ncrete or block aub3trate), spaced as noted abovo. FASCIA SUP BOARD FASCIA TRIM SOFFIT OVERHANG 1MDTH VARIES) 16F-3 F" CHANNEL L1Md, concrote or Dl"k Nall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 11 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 1 n, % SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERN 3/4• x 1/4• I I D ETAI LCROWNSTAPLES1 USING A OIAMOND +-VW KrvEGNI srnv cs PATTERN FACIA BOARD FASCIA CAPL, 16F4 3/4' X 1/4' CROWN FACIA 80AR0 1-3/4• TRIM NAIL8' STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. 7-'F' CNANNEL CAN 8E PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT----- 16-inch span W000 SOFFIT SU85TRATE SOFFIT &FASCIA DETAIL ALClS001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1?- TRIM NAIL FASCIA BOAR0 PANITEU S.S. FASCIA CAP SOFFIT I 1'4' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1'aj' CRONN STAPLES SOFFIT & FASCIA USING A DIAMOND DETAIL 16F-2 & PATTERN: REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP: REFER 70 SOFFIT t FASCIA DETAIL 8 F' CNAKNEI 3/8 SOFFIT: MAX. IV I SPAN M000 SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15O01 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2O-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality 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 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN 16J-1 WOOD OR BLOCK SUBSTRATE ALC15001 CI Z.3ia 1-3/4' TRIM NNL— — PAINTED S-.S. 48' O.C. SOFFIT —max. 16-inch c9an ALUMINUM COILS, INC Soffits Appendix B 1. y s!M SOFFIT STAPLE DIAMOND PATTERN DETAIL FACtA SOARO ' J E.,T ii FASCIA CAP 3/4- x 1/4- CROWNATRIMNNLFACIA BOARD STAPLE 'a' ON CENTER 1P FASCIA CAP 3/4- X 1/4- CROWN STAPLE FL12194-R3 SOFFIT SOFFIT & FASCIA DETAIL 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 not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f- TRIM NAIL FASCIA BOARD PAINTED S.S. CROWNrSTAPLES FASCIA CAP SOFFIT USING A DUMOND PATTERN: REFER TO rj- CROMN STAPLE SOFnt STAPLE DIAMOND PATTERN DETAIL 1 t- TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & 1 24174 rQ* CROMN STAPLE FASCIA CAP; REFER TO SOFFIT 1 FASCIA \ DETAIL Raer SYP 316BattenAnftdort0IsSOFFIT; MAX A' F•ENANNEL Rafters r.fA an 70 L Rlnq SaaAk Nan at every Rafter / M000 SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t TRIM MAIL FASCIA eOARO PAWTEO SS. 14' SMOOTH SHAHR I FASCIA CAP ROOF MAILS SOFFIT CROWH STAPLE I t t' TRIM NAIL FASCIA80AR0 PAWED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 I'.t CROWN STAPIE fASCU GP. REFER 10 SOFFIT I FASCIA OETAR. Nominal t•A2' SYP Batten AncEoreA to SOFFIT; MAX 24' F•CHAMA0. Rallem rAh one to Ring Short flail at every Rafter WOOD SUOSiRAtE ALClSO01 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 {' IRIM NAIL FASCIA BOARD PAINTED S.S. I1.GA ?-NAILS I FASCIA CAP SOFFIT 1'r!' CROWN STAPLE 1 J' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT 8 FASCIA DETAIL 24F-3 & 24F-6 1'' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT t FASCIA DETAIL Not" 1'd' SYP Batten Antbored to SOFFII: MAX. 2t' F-EXANNEL Ratter$ -1 h are IA Ain Shank NaO at evtry Rafter MASONRY ALC1S001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f- rRIM NJJL FASCIA WARD PA0I TEO SS. 1 I ->a- FASCIA CAP STAPLESAPLES USING A CIAnoNO SOFFIT PATTERN; REFER TO CANTILEVEREO r- - CROwn STAPLE SOFnt STAPLE RAFTER010.0110 PATIERN DETAIL FASCIA EOARO SOFFIT !G FASCIA I tan xAai• PAaTED S.S. DETAIL 24J-1 $ r 1'4. CROWN STAPLE 24J-2 FASCIA CAP; REFER i0 SOFFIT t FASCIA OETAII NOMtsl r s 7 SYP natcana C1101 snooeaoe:saan naen em SOFFIT; W. tA- J- CXANKEL olmre0 vow One t11 70 rtrtO I 11notmilsuaiOmaaAeathe matt lne Of W W11" KOOOSUBSTRATED W0tebAI,111 tarort) 7a AnO st+enA noq tOe111000 On cam sine W the cartern at tM ba% vura0ef menaetion 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. R E E K ALUMINUM COILS. INC Soffits TECHNICAL SERVICES, LLC Appendix C DESIGN WIND LOADS The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V,,n is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. B. 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%u of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. NO CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean Roof. Hei ht ft Basic Wind Speed mph) 120 130 140 150 160 170 180 . 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 1 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 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. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n Wind'Pressures•for Sofras.in Ex 'ostire C ' Building Type Zone Mean Roof• Height ft Basic Wind Speed rti h 120 ' 136 140 150 • 160 170 180 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 236 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 1 -77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 1 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 1 37.9 42.0 40 16.0 1 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 1 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 1 23.7 1 27.2 1 31.0 35.0 39.2 43.7 1 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for.Soffits in, Exposure 0 . Building Type Zone Mean" Roof Height ft Basic Wind S eed mph 120 A30 140 150 ' . 160 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30:6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 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 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 1 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 1 27.5 1 31.6 1 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8" 3/4" r 1/8' HEM f-T 3/4' 1 3/8' ISOMETRIC VIEW 3re- PROFILE ISOMETRIC VIEW VII- PROFEC ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 7/8" 1/8" HEM r 1/41, T 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix 0 ALClS001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 25 I'M 11125 M. 18* BLANK 3 / 8 PROFILE OIDDODO ODDOD O D D D O D ODDDD DDDDDO DOODD WW LOUVER VATTrRM (r101 Str Fl MVIRS rORMEO W SAA OIREMN AS W8S) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 ALUMINUM COILS, INC Soffits Appendix D 1/2" 1/2" 1/2" 3/4•' 1ie" va•• 3/e" 13.75" BLANK 3/8" PROFILE 2.625 REF. 50 TYP. 00000 000000 o.0000 m 000000 00000 Mae Lftrw+ r.rTMN (rV1 Igr" n LOWERS FORM W &WE DAMON AS 9SS) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4R8/2017 Florida Building Code Online 3 _ „i%`?fiil Lri:all+litlt v, '.J .. ! ' .' .. .. , - , J// r•Y ' r „` i/1 r1 t.M BCIS Home Log In I User Registration I Hot Topics j Submit Surcharge 1 Starts A Fads Publications FBC StaN i BCIS Site Map Unks Search rlof'ttk r j,'; :: Product Approval I _Y USER: Public User Product Approval Menu > Product or Aoolintion Search > Application Urt > Application Detail FL # Application Type Code Version Application Status Comments Archived droduct Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL5444-RlO Revision 2014 Approved CertainTeed Corporation -Roofing 18 Moores Road Malvern, PA 19355 610) 651-5847 mark.d.harner@saint-gobain.com Mark Harper mark.d.harner@saint-gobain.com Mark D. Harrier 18 Moores Road Malvern, PA 1935S 610) 651-5847 Mark.D.Harner@saint-gobain.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Robert Nleminen PE-S9166 UL LLC 03/09/2020 John W. Knezevich, PE W, Validation Checklist - Hardcopy Received FL5444 RIO COI 2016 01 COI Nleminen.odf Standard Year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2O08 t' I Sections from the Code htipsJ/www.floridabuilding.orgV/Pr_app dU.aspx?param=wGEVXQwIDgtahlgO7CSsoycOrl28CcpCJinUeXwTibKvIUzOW4hL8w%3d%3d 1/2 412812017 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 Summary of Products 7 FL # Model, Number or Name Description 5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Umits of use Installation Instructions Approved for use in HVHZ: No FL5444 RIO II 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FLS444-R10.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Umits of Use Evaluation Reports FL5444 RIO AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-RIO.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: BS0.487-1824 The State of Florida Is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: ACcessiblliv Statement :: Refund Statement Under Florida law, email addresses are public records. It you do not want your e-mail address released In response to a public -records repuest, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. It you have any questions, please contact 850.487. t395. 'Pursuant to Section 4SS.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for of dal commurdation 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 4SS, F.S., please click b . Product Approval Accepts: 10 ® gia M Credit Card Safe https:lAvww.floridabuildng.orgtpr/pr_app dU.aspx?param=wGEVXOwtDatahlgO7CSsoycOrl28CcpCJinUeXwTiiWvlUzOW4hL8w%3d9'o3d 2/2 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate ojAuthorizotion #9503 ERD 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3S32.09.OS-Ril FLS444-R10 Date of Issuance: 09/22/200S 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 St" Edition (2014) Florida Building Code sections noted herein. DEscRiPnoN: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The faa7mlk seal oppear ft was authorized by Robert Meminen. PX on 12/OSM. This does not serve as on electronically signed document. Signed, sealed hank*ples have been transmitted to the Product Approval Administratc r and to the named Went CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither TrinitylERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. J TRINITY i ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and S'h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 REFERENCES: gn!!bt 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 OS/27/2003 UL (TST 1740) ASTM 03161 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 03161 04CA32986 12/03/2004 UL (TST 1740) ASTM 03161 OSNK07049 04/15/2005 UL (TST 1740) ASTM 03161 05NK16778 05/12/2005 UL(TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL(TST 1740) ASTM D3462 R684 09/21/2005 UL (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 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & 03462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, 03462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.11684 04/22/2014 ULLLC (TST 9628) ASTM 03161 & 03462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & 03462 4786570826 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC ( TST 9628) ASTM 03161 & 03462 478719S678 02/09/2016 UL LLC ( TST 9628) ASTM 03161, D3462 & D7158 4787380356 10/26/2016 UULLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM 07158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787390357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I.I.C. Evaluation Report M32.09.05-1111 Cwtiftate of Authortrodan #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 1Z/08/ 2016 Page 2 of 12 tl` J TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20"', XT"m 2S, XTTM 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle*, Grand Manor Shangle•, Landmark'", Landmark' IR, Landmark'" Pro, Landmark' Premium, Landmark" TL, Landmark' Solarls and Landmark"' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGatel" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake' IR, Presidential Shake TL'" and Presidential Solarls' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras"A, Highland Slate'" and Highland Slate' IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest", Cedar Crest"' IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and 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 (Vult = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use In wind zones up to V„d =150 mph (VI, =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis In accordance with ASTM D71SS indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V.,d = 150 mph (Vvn = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0S-R11 Certi ttote of Authafhadon #9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 rJ TRINITY ! ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with F8C 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 R90S.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT20-, XTt" 25, XT-30, Xr" 30 IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 17' Use four nails and six spots of asphalt roofing cement, for every full 305 mm) (305 mm) (305 mn) shingle Viguro 11-4). shall roofing cement meeting ASTM 04586 1" (25mm) — S tint 1"(25mm) Type If Is suggested. 5 sh" (145 mm) — SthP6 bmwd ---- — — — — -- — I - METRIC 131/8" .- IVA" •- 131W Rooling Cement I"(25 mm) Sealant 1" (25 mm) Apply 1"(25 mn) spots of asphalt roaring carved 1 — — — under each tab cornea. 6 ON' Flgury 11-4.. Usejournods andsis tpolrQ/asplall rotuml on sleep slopac CAUI'( ON: Excessive use of roofing cement can cause skingles to blister. lagurn 11.3: UsefournaosJbramyfalsbingla 6. 4.1 Hip & Ridae for CT20"', XTI 25, XT" 30, XTI 30 IR: Cut Shingles 1 - I+ I F-2"(5omn) rRertave. 25dm)(, I - II 1 11 12' ( 111n I UA I1 ( 125 INO) — — ` Cap Cap Cap 305mm) Shingle Shingle Shingle figure 11-24. 6W labs, lien Mm b=k to make mp shiitgfasl 1 1\ 45 ov Nomooa 6ng11sb dlnterulons sboum). FVm 11.25. Inddlauon ofoops along lie blps and rims. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic• NP11" adhesive or Henkel "PL' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-All Cert& ote alAuthorlmtlon a9SO3 FBC NON-HVHZ EVALUATION FL5444-R10 Revision It: 12/08/2016 Page 4 of 12 6.5 6.5.1 ARCADIA'": LOW AND STANDARD SLOPE Use SIX nails for Lwrm full shingle InauLd as shm it Melon: sale) rrGoml I:r] LiV Nil Hulltr3 7LEEU- 7iqiire;k Git• si a nail., jrr errrm fed/ Ybingle. o/ TRINITY I ERD STEEP SLOPE Use SM nails and Fl11iR spots of asphalt rnoling cement for tncn fill] shingle as shoe" ronfing cement 1°(25 ma)) final odge of shingle. Asphalt ronfng cen:eoi ateLting .10ST&i D 4586 TWpe II is sug c.led. Hip & Ridee for Arcadia': Cedar Crest", Cedar Crest' IR 13M 1'I?SIra) Fl,mt• .1. l:w six rnrils and finer slw,s rf aspWi mo rn, collie", on $lap slapos. Use two (2), minimum Minch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic• NP3""' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. ,To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, I.I.C. Certilltate o/Authorization 09SO3 FOC NON-HVHZ EVALUATION Hand -sealing adhesive 4' 1/4" +— 314" I 1° Dab of asphalt cement between — 1° shingle layers Evaluation Report 3S32.09.OS-R11 FL5444-R10 Revision 11:12/08/2016 Page 5 of 12 6.6 1 BELMONT^": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. 1 In•s3s rW 1 f sa•ilenaa as+e• t22o nm) O Ad 9tntl milt d ^ymej r ITRINITYIERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement 1° (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTNI D4586 Type II is suggested. y-- I I.1:51ra4 f SSr 11e tm0 , 1125ruri `- - RoWingCt4iW 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. Sbangle• Ridge. 18' Remove tapeExposure from the right side 1' ; g• and fasten r• SECOND Fasten the .l left side fi518*/ RIGHT FIRST I LEFT Fignre 17-19: hislallatlon ojSbangleO Rldge sbtugles on blps and rldbwc 6.6.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic• NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report 3S32.09.0S•R11 Certykate otAuthoritadon 09S03 FBC NON•HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 6 of 12 J TRINITY I ERD 6.7 I CARRIAGE HOUSE SHANGLEO AND GRAND MANOR SHANGLEO: LOW AND STANDARD SLOPE I -so five naili for t eey fitll 8Ilangle. I--(25 mm), wl ( 2SI 1mm) SN' 8 16 awn) (2220 mm) 61gunr /7• h. W f m nails for nrryjdl Grand Alanor.lh ino, Cdrrlrlge 1101 o Slwr/gM, tn' P,enMnnlalSLIM. STEEP SLOPE tke .% CVC l nails and three.yxns of asphah roofing trmem for every fidl Grind Manor Shangle. Use five nai6 soil Three spom of aspliell roofing ctmtun for even fill l:arriagc 11110se Shangle and Cenlentllal Slate. Apply aspimb hinting nanun 1' (15 non) from t(lgc of shingle P/ sort' /7.S). Aiphab nxi0og ctmmem mming MS MI 145861)1c 11 Is suggested. 16 affi- a lk- um 17-5. Men Wlydling Chum (Amor aunglrs on steep dopr-r. Are wren 11017s and lbrreapotc oforplmll rat fArgtrtnnrr. 6. 7.1 Hip & Ridge for Carria¢e House Shangle° and Grand Manor Shangle: Refer to instructions herein for Shangle° Ridge hip and ridge shingles 6. 8 LAN[MARK"', LANDMARK'"" IR, LANDMARK'"' PRO, LANDMARK'"' PREMIUM, LANDMARK".' TL, LANDMARK'"' SOLARIS, LANDMARK'" SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRI( DIMENSIONS 17' 141/4" 17' 1--( 305 mm --(375 mm)-- --(30S mm)-{ r•: ru%ts+ctt.r .K n•. :swat:;. -:z rta.:.assas•r+ i I--1" (25 ram) felt Tape 1" (25 mm) —I Nallabla km LANDMARK It NorthGate: 13 X 13" 131h" 343 mm) --(330 mm)-- --(343 mm)-j I"( 25mm) I"(25mm)-1 llgrtre l,T•+1: Nor joar rurr7s jns errp frill sbinglt. ty" ImsPC 12" 14 VV 12' ayra F—1305 nr) 1375 mm) (305 mm) NallegUmts r ppernalloo r ( 2S ran) o, yar na l It:r r ( 25 mxt - i i NabT mans for low and standard topes (19m 2:12 to 2112) Nil] bem" uypel d bat: Inca do t'xwn s5ttw. Exterior Research and Design,LLC. Evaluation Report3S32.09.05-R31 Certlptote ofAuthorization tr9S03 FBC NON-HVHZ EVALUATION FLS444-RIO Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of aspinit mofing cement for every full Iandmued shingle. See below. Aspliah roofing cement should meet ASTd1 04586 1}rpe If..Appty I' spots of asphalt roofing content trade eado corner and at abort 12' to 13" fit from each edge. METRIC DIMENSIONS I (312'- 05 nm) 111: +_ is Nail Are For Sleep'}' 25mm)---- 141/•i'--12"-- 3i5 mm) (305 mm) t4:.'Sli:.•r.4 :.<iR•riTi:•41r.7.: se Tane i) I r— I" 25 nv ; Cement TRINITY I ERD LANDMARK Tt 13r/2" 343 mm) 13" 330 mm) 131/2':-- 1k343 mm) 1"(25mm) 1"(25mm)-.j Figure 13-5: Use six nails ardfour spots of asp/xdt roofing cement on steep slopes NorthGate: STEEP 12" 14-W4' 12' SLOPE 1-.-d'tn5mm1.-..If vm ,..:—t..-l-In5 er Nailing areas for steep slopes (greator than 21:12) and " Ston"alling" Nail between lower 2 nail lines as sht)%vn above. 6. 8.1 Hip & Ridge for Landmark'. Landmark'" IR, Landmark' Pro, Landmark'" Premium, Landmark'" TL, Landmark"" Solaris, landmark^' Solaris IR. NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory Ir 9 18' 305mm) ( 250 m) Gm) 6' 415mm) (I25mm 150rrim) (150mm) (125mm) ( 125mm) Notch for Centering 12' — T Ste) dares for Algnment to 7' theTopEdgeofthePmvlouscap( or5'(125mn)E)gmure ( Engllsh Dimension Shadow Ridge'" Exterior Research and Design, LLC. Certtfkate of Authorttatka 09M FBC NON-HVHZ EVAWA'nON Notch for Centedng 13fM' ` 1 137rrrm) Notches for Alignment to the Top Edge of the Pre*us m Cap kx55X(141mm)Fxposum ( m) Mettle Dimension Shadow Ridge — Evaluation Report 3532.09.0S-R11 FL504- R10 Revision 11: 12/08/2016 Page 8 of 12 1 TRINITY 1 ERD 9 27.3Y 2511 ni:e) Milli, 112511..1 I 13 1/8" II•--•(333 mm)— W.10,93 Hoch N 6 SIB' {.4-6 sm.- II (168 mm)II 168 mm 131W' 1 1 337 mrls) \ Align th= / T I Centering NotchWftsInlopT d 13 1!1' ` 4 I edr•1e M. (194 met) (337 mm) pit- A)u1 cmase I Align InOso 7 S/B- Inotchestotop (194 nun) J I( edge al r wilous course. 1 NorthGate Ridge NorthGate Accessory 3g5rnm) 1 W lLa14ng Noteh l I ( i 5' 025011n) I ll fly Figure / 3•20Use lay9ng noA es to center Wnglz on blps and. d4% mid to locale the correct exposure 6.8. 1.2 For ASTM D3161, Class F performance use BASF "Sonolastice NPl' " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8. 1.3 Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest' IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-R11 Certificate Of Authorization I9S03 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 9 of 12 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL: SHAKE'" LOW AND STANDARD SLOPE: For low and standard slopes, use five nails for each full Presidential shingle as shogr below. Nailing I'•— 40'—•I Guido lines (1016 thin) s u4• —7— 133mm) = n-. 141/4' I IIT 30(352 min) NOTE: Apply nails on painted guideline. Figure /6-6 Fastening Prestdenual and Prokkndal TL Shake sbingfeson lolr andstand and slopes, F-T6RINITYIERD IR, PRESIDENTIAL SHAKE Wai, PRESIDENTIAL SOLARIST": STEEP SLOPE: For sleep slopes, use nine nalls for each full FresldeoUal shingle and apply I' diameter spots of asphalt roofing cement under each shingle tab. ARC applying 5 nalls in between die naWng guide Ones, apply 4 nails I' above tab cutouts malting certain tabs of overlying shingle cover nalls 1 i 1• T 1• dtamater asphalt rooting cement t Figure 16-7., Faclening Prerldenllal mid Pdesldentlal M Sfmlae shinsies on $too sfopas. 6.9.1 Hip & Ridge for Presidential Shake', Presidential Shake' IR. Presidential Shake TL'". Presidential Solaris'"• 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can *be used for covering hips and ridges. Apply shingles up.to the ridge (expose no more than 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- tener's. The fasteners must be 13le long or longer, so they penetrate. either 3/4' into the deck or completely through the deck. Presidential accessory comes In two different sizes: Accessory produced In Birmingham,. AL -Is 12' x 12% Portland, OR produces 9/8' x 111/4' accessory. 6.9.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic° NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to Instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.10 I HATTERAST'":.. LON4 STANDARD AND STEEP SLOPE: Flgrrrc 15•i: lanrnlrw 141110msMing0eron tear agivaralanl Aoprs ror luw and sraedsnl slopes. use Ric eaib for each (all tl:utens shingle sc Aunru aerie. e—•r—r•-flowing cenreal—r--r----r firrrrr /c. r: darMrloF rarMmrSMr(tlrs M.nrrOsr"/.s kw amp dnlre we rve asils and dgia ..Vdt el mphsn roonag cerocnr (urcah tall Ilsucrss sbbrgic as shone abme. Agility I' lljamU dhweser spwr of roolia= ceaxcn (A.%TAI a 4W 11pc II wg,;eaap and r rarh nb corner. l'ressshtnec law phcr. An as esposa ermcoe CUMON: Tarr much anfng. eaurnr era react shingles to MiNcr. Exterior Research and Deslgn, U.C. Evaluation Report 3532.09.05-Rll Certificate o/authorftodon 09S03 F6C NON-WKZ EVAWATION FLS444-R10 Revision 11:12/08/2016 Page 10 of 12 Q TRINITY I ERD 6.10.1 Hip & Ridae for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras K figure 15-14.• 18 brae plece rmils separate to make 54 Hatteras Acrewry-skingtes 6.10.1.2 Option 2: Cut Hatteras Shingles 9..-- 230 mm) I I mlr)r" CSS ea h 1---1--- T8^ 8.. 18.. (460 2003MM)ir ___%r 460m„ N,*qs Cap Cap Cap Gag\vlz.Shingle ShinglShingle ShingleI 9 Figrtre 15-20. Cut Hatteras sbingles to nwke carxf caR Figure.15-21. lnstalfation of caps along flips and rhfgac 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastice NP11" adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLASLATE ND'", HIGHLAND SLATE. LOW AND STANDARD SLOPE STEEP SLOPE: F, gnm 11.3: use FAA nalir for esery tXgWand S1010 sb/rrgfa the PIM nails and FICHT spots of osphalt tooling cement' for PAcb fun Highland Slate shingle. for Aflami-Dade, SIX halls are required. Apply I' diameter spots of ossphali roofing cement under each tab corner. Asphalt roofingcemml meeting AST1I 045861* R b suB35led. r r as. y Fr+af s^ Hse'. O slxfdt(bw " bMd0tModW R r 1 irbOOa. ~) J— O/ CNf"1ftlM) nOdti4 Ertl Rpm Il-y4 sae Ries naAt and eight tpXs ofaspioll rWjing eunerr andar eacb rah comet CALMOM: Wessive use of roofing cement can cause shingles to blister. 6.11. 1 Hip & Ridge for Highland Slate'". Highland Slate'"4 IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design,LLC. Evaluation Report3532.09.05-R11 CrrNlkate of AuthortroNon 89503 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 11 of 12 6.12 I PATRIOT—: LOW AND STANDARD SLOPE Use. FOUR nai6 for mety (till shingle I4iciILxI ;t:-; shown below. Irrt i -- l:7mm1 I.- ats--f.- astir --— •• 'iI333mi ;M vl MCI* w.J TRINITY ! ERD Ise FOIIR oails and fitur slwus of asphalt moGog crmcnt (or emy (till Shin? Al 1135K6 T}1tl II is sug cstetl. Apply 1'("!i mni) .yMds of asphalt nwding Cancnt aS shown. CA IT OX: Cscessice use of rooGug cenivnl can cause shingles to bluer. s•ar't "• rlrova rCssr-t — 1 ' Roofing 64manl I~Wa al tm>g f iunv 6.12.1 Hip & Ridge for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge'", NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / 11905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111 Certificate ofAutborizadon 09So3 FBC NON•HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 12 of 12 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificote oJAuthorizotion #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3S32.09.0S-R11 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 St" 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 OCA ANE1983 The facsimile seal appearirK was authorlsed by Robert Nieminen. P.F. on 12/08/201& This does not serve as an elearoniWly signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Admhdstrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial Interest in any company manufacturing or distributing products it evaluates. 2. Trinity 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. S. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. JTRINITYIERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5`h Edition (2014) Florida Building Code and 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 03161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 07158, Class H 2O08 3. REFERENCES: Kaiitt 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 OS/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM 03161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL(TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM 03161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM 07158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 IOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & 07158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, 03462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & 03462 4786570826 02/12/201S UL LLC (TST 9628) ASTM D3161, D3462 & 07158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & 03462 478719S678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & 07158 4787380356 10/26/2016 UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 UL LLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design,LlC. Evaluation Report3S32.09.05-Rll Certificate of Authodradon 09503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 1Z/08/2016 Page 2 of 12 t . I TRINITY i ERD 4. PRODUCT DESCRIPTION: 4.1 CT2011, XT'" 2S, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont', Carriage House Shangle•, Grand Manor Shangle°, Landmark'", Landmark'" IR, Landmark'" Pro, Landmark' Premium, landmark"' TL, landmark"" Solarls and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 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: SAA 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 D71S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V„d = 1S0 mph (Va„ = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V,=d =ISO mph (VA, =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V,td = 150 mph (V„It = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R31 Certlfitate o/Authorkadon 89S03 FBC NON-HVH2 EVALUATION F15444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 6.4.1.1 TRINITY i ERD Roof deck, slope, underlayment and fasteners shall comply with FOC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. I..CT20'", XT'.-" 25, XT-.30, XT'30 IR::.. LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 305 mn)— (305 rmQ- (305 am) r+ 1"(25mn) _ sealant 1 (25mn)-( 5 sit' (145 mn) 1 — 1 5'/i Phi 400T0 T METRIC 13Ve' 1340' 131N' 1"(25mm) —Sealant 1"(25mm)+( t — — — 1 6'h" T RPM 113: 11seJ6urnaUsJbrMOW sbingle Use four nails and six spots of asphalt roofing cement• for every hdl sbingle (figure 11-4). Asphall roofing cement meeting ASTAf 04536 Type If Is suggested. Roofng Come, Apply 1"(2$ rsan) spots d asphalt fouling cameo( under each tab cornec f rg ra11-4.•Ute,fournailsandsirspolsojaspWemnentonwarps4pee CAUTION: Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT20'". Xr" 25, XT'" 30, XTf" 30 IR: Cut Shingles 1"-• I [ -2" (50 nrn) Remove 25 nm) I It' I l' f • I ( S.._ 12" (305 mm) — W Cap Cap 305Imm) aWShingleShingleShinglel51eyhctt \l figuro 11.24. Od Ida, (ben lrinsback 10 autka cap sbbrgfWm t,46 Nocvro°D0 7u{gllsb ditimmlons sbotnn). figum 11-15: lnsid4iuon Vcaps long ibu bilm and ddgm For ASTM 03161, Class F performance use BASF "Sonolastic• NP1""' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R31 Certf/lcate ofAuthorfsation 09S03 FBC NON-HVHZ EVALUATION FES444-R10 Revision It:12/08/2016 Page 4 of 12 6.S I ARCADIA'": LOW AND STANDARD SLOPE Use SI% nails for even• fill shingle located :is shon•n helot: FLLL,U mIN 1'QSpm1 i0t lia totlFa figure 2: fire sir wails fur rvtn' jr// sir/ugly. J TRINI `ERDTi STEEP SLOPE Use WN n:dls and I•t)IIR spots of asphuli roofing etioent for (wry full shingle as shorn helufe. apply :151h411 roofing ecvucni 1'(2; nun) frow edge Of 111111gle. Aspitili roofing cetneni meciing.M&I D 4336 Type If is su`gutcd. F(emt, .J. tsa sir tails anal feu r sleds of aspbtdt rtx f n,, central on steep slopes. 6.5.1 Hip & Ridee 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"' NP111" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, I.I.C. Certlficote of Authortrotion a9S03 Hand -sealing adhesive 4- 1/4" — 3/4" Dab of asphalt cement between shingle layers FEIC NON•HVHZ EVALUATION Evaluation Report 3S32.09.05-Ril FL5444-R10 Revision 11:12/08/2016 Page S of 12 J 6.6 I BELMONT'": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below W16M.4 t trz'Is a it -a oA6i&rjmilsdrc ka$ s 22Jnc,) TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement" for every full Belmont shingle. Apply asphalt roofing cement 1` (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. 1-- I-1'(250 d f sw :18 anU If t a I• (2sraw rwdi, Ceaau 6.6.1 Hip & Ridge for Belmont": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest', Cedar Crest' IR hip and ridge shingles. 6.6.1.2 Option 2: ShangleO Ridge Figme 17.18: Shmrgle° Ridge. 18' Exposure Remove tape J. T from the right side t/ 8•— and fa%en SECO 0 Fasten theme I/ left side 85/g• RIGHT FIRST LEFT Figure 17-19, Installation ofSbangloO Ridge sbingles on bips and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastico NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Cerdlcate o/Authorlradon #9S03 FBC NON-HVHZ EVAWATION Evaluation Report 3532.09.05-1111 FL5444-R10 Revision 11;12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE®: LOW AND STEEP SLOPE STANDARD SLOPE lase five naili for tw.•ry full Shingle. t- h-(2S ergo) i25 rtm) i 51U' 85/8" 16 mm) (mmo) f7gurr 17-•c 1ise jho malls jar ewy fdt (itrurd:Uamnr, chng4r, mkq(tt Ilmtw Slwttpla or 0wienufal Skile. F } J TRINITY i ERD Use serest nails ttod lime spots of asphah moving cement for every hill Crund Manor S11a110e. ha• fire nails and Ihree a1xn3 of acphah rnoting cemem fir even hill Carriage 11nose Shangle and Ccotenmal Site. Apply asphah roofing temem 1' (2i non) from edge of shingle Plt;ury 17.5). Asphalt roofing cement moving ASTN D45$6111r 11 Li stiggem-d. f0ttm 17.5. Ifbrm usstafting Cnaod.1ktat r.%augks on deep sluprc. rue setrm eailc and !Lure spots ojaspdrdf roojims mtmew. Hip & Ridge for Carriage House Shangle' and Grand Manor Shangle: Refer to instructions herein for Shangle' Ridge hip and ridge shingles LANDMARK"'; LANDMARK"=• IR, LANDMARK'.'" PRO, LANDMARK'" PREMIUM, LANDMARK"" TL, LANDMARK" SOLARIS,. LANDMARK'" SOLARIS III NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143f4" 12" 1--005 mm)-- !—(315 mm)r+ f(305 mm)-- 1YM::•'f.t . s.ki •r'^Vo-0.:0:: •t:t: •:'.'^3i1rsSRC 1 I•-1" (25 mot) Release Tape 1" (2J mnl)-I •- I NailableT Area LANDMARK TL NorthGate: 131/2" 13" Q'Ir 343 mm) —(330 mm)-- --(343 tom)--1 I--I"(25mm) 1"(25tntn)-( - Jlgrtm f,)•d: lxt• jau! tM/ls jor mr)•rAsbingfr. teat: mok" or 14344' i21 AqU I+ 1305 I=.) (375 am) (305 mm) —I Nanny L6is P (25 mm) 0t n n411no r (2i am r- avrer tu`I Irn I NaOng area'tat low and standard tlopm (tram 2:12 to 21921 1411MA' mvmootAlar.".1aaastotanabove. Exterior Research and Design,LLC. Evaluation Report 3532.09.0S-1111 Certlllcote of Authorization 09S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE Gse six nails ;rod four spots of asphah roofing cement for tnrgy !till hindnated shingle. See below, asphalt roofing cement should mecl k` &M 04586111)e II. Apply 1' spots of asphalt roofing cemen( unde etch comer and at about 12' to 13' io froru each edge. METRIC DIMENSIONS 12.'— 305 mm) Nail Arm _t For Steep 25 nun) — — — — 375 mm) (305 mm) Please Tarr. I LANDMARK TL L VA ( I" ng Cement NorthGate: TRINITY I ERD 131/2" 13" 13112" 343 mm) (330 mm) (343 on, 1..(25 mat) 1 "(25 mm)--, I I iz Fkwe 13 X Use sir, nags andjoarspoko/ aspbdt roQRng cement on sleep slopac STEEP 12' 14-3/4' 12' SLOPE 1--4305 mm)— —(375 mrnf 1 r (305 mm)--1NAILING Nailinq LimitsAREA 1-1'(25 mm) behvee r 1'(25 mm)— j + A \ Nailing areas for sleep slopes (greater than 21:12) and "StortrNVailing" Nail between lower 2 nail Ines as shown above. 6.8.1 Hip & Ridee for Landmark^", Landmark'" IR. Landmark'"" Pro. Landmark'" Premium, Landmark"' TL. Landmark' Solaris. LandmarkTM Solarls IR. NorthGate: 6.8.1.1 Option 1: Shadow Ridge' or NothGate Accessory 12 g7/8' 305mm) (250mm) G 5 415/I6' 415/1ti 150mm)r050mm) (125mm) (125inm) or 17 —tnm) N`td,es for Allgamem to the Top Edge of fie Pervious T Cap(or5'(125nm)Exposure (180 English Dimension Shadow Ridge — Exterior Research and Design, LLC. Certi/loote of Authodwden #9503 FOC NON•HVH2 EVALUATION Notch for CenledrK 131/4' 37mm) Notches for Alignment to 75NtheTopEdgeofthePtevioas 1A n Captor55r8'(141mm)Exposore Metric Dimension Shadow Ridge - Evaluation Report 3532.09.05•1111 FL5444-R10 Revision 11:12/08/2016 Page 8 of 12 TRINITY I ERD 9 27.r42' 2S8 ism) 13 1/8' CeM. Jo Pleteit II--(333 mm)—I h-6 S/a'-1•-6 5!B'-i II (168 mm)I 168 mm I 337 rrm) Align Nest I CenteringI not:110f in lop 7 rvd• 13 1/4' ` Notch ` mm) aluc ill (194 mrn) i p:mipus cbutso I notches 7 Sl8' nolchos to topto 194 nn) edge of i previous course. NorthGate Ridge NorthGate Accessory l (3pgrnm> Laying Notch I I I i Flgrae 13.2P. Use layingnofcbes /o c enlar sbhWAn on Gips and ridgm, and to bale Ito ctonmi uspoons 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic• NPI "' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'"', Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Rll Certificate of Authoritation 09So3 FOC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 9 of 22 l TRINITY I ERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKE"" IR, PRESIDENTIAL SHAKE Tlr", PRESIDENTIAL SOLARIS'a': LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use Ore nails for each full Presidential For steep slopes, use nine nails for each full Presdendal shingle and shingle as shown below. apply I' dhemeler spots of asphalt roofing cement under eu h shingle tab. Alter appWg 5 nails in between the nailing guide Ones, apply 4 nails I' Na(Itatq -- 40' —mot above tell cutouts making certain tabs of ored)tug shingle corer nails Guide Uncs (1016 min) 5 114' — I.mm) • . • 141/4' IL-1 U7 aA ama) (362 mm) NOTE: Apply nails on painted guideline. 6.9.1 6.9.1.1 6.9.1.2 6.9.1.3 6.10 Figure 16--4 Faslming ftsk enUal and Freridmfid rL Slake shingles on loco and sfandanislopes T 1' diameter asphdt ruoling cement t Fle•rtne l6.7.• Fathering PrntlAwimt and Pt s(Amllal M $bake sbinglet on sleep s/op- Hip & Ridge for Presidential Shake"", Presidential Shake' IR. Presidential Shake TLI. Presidential Solaris""' 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 titan 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate either 3/4''Into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced In Birmingham,.AL'Is 12' x 12'; Portland,_ OR produces 97/8' x I31/4' accessory. For ASTM D3161, Class F performance use BASF "Sonolastic® NP1` adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. H47ERAST" IOV4 SIANDARD AND STEEP SLOPE: —sr(7plama) (7.Z (?adam) Ctma®f 1 r(2JOtrM, r(7.Amm) I (210mm) rC/bmm) I I• I• a r RVIM 15•i: 1'atMa1q 11411emr.W.Tlrt on laraUd aknlAmd Vo/1et tar Isar and stamlanl slopes. use 6ae arils for coda fag Ilataer.Is shlorje w 4suau abuw. 17aamm) 1 1rX1-1".l: ri kwi•p ram..tf.rAi{!M an aa7 Wirt Rr aap dnpoa. as- me nails and cigidslurs of ssphstt m4fiag MOM for tarh loll 16a1aa:aas sb(nAlc as sbanaa'sbore apply I' lSuwl inaaaacar ryas o(rooGng caaem (ATV 0 4Ss61)pr 11 wgauedl amlrr cnh cab colon Pmas,blade loos place, aba am c" posc eemna. t ALITI M: %n mooch rtrdna croon on cauae Aingks to Nisaer. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-111I1 Certificate olAuthorhatlon 09S03 F8C NON•HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 10 of 12 r TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras K Figure 15-14:18 three piece !mils separate to make 54 Hatteras Ac=oty shingles 6.10.1.2 Option 2: Cut Hatteras Shingles 9„ 230 ram) I I I 77 Fa en 8"_ 18.. (460 min) wON y---i--- 18- r(_o3mm)If a-- 460mm)— \ 5mm Gap_ Cap Cap Cap l2A Shingle Shingle Shingle Shingle 9 Figure 15.20: Cut Hatteras shltlgles to make cow cap. Figru a 15-21:1nstallatlon of erupts along hips and rkiRm 6.10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastice NPl'"" adhesive or Henkel "PLa Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATEf°1,•HI6HLAND SLATE'."" IR: LOW AND STANDARD SLOPL S111P SLOPE: t4rnineae ngd e sixny.,t YY171be exa Chia mtoJ u dmwd. Flgum ll•.I Use Fff nellsforesey INghlad Sla1a sbbrgla the FMi nails and RIGHT spots of asphalt roonng cement, tot each full Hlgbland Slate shingle. For Mhwl•Dade, SIX nails are required. Apply i' diameter spots of asphalt too0ng cement under each tab cotnec Asphalt roofing cement meeling AM DW6 Type n Is suggestA w- y j uvca.+o we-1 w-1 eimeaYlemMn ! 7T ttxw M1+e roD 'Osmal watt.a bd3w aAa oraJeeOMI -- ReolErp Dane F/ gnre II jk Vie RV6 naps and elgbl spots ofasp6tU mong tw?wlt mtd7r eab lab oorfier CAUTION: nscesMve use of roollng cement ran cruse shingles ID blister. 6. 11.1 Hip & Ridge for Hiehland Slate'". Highland Slate'" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design, I.I.C. Cerdfleote o1AutharizoNon #9S03 FBA NON•HVH2 EVALUATION Evaluation Report 3532.09.05•R11 FLS444• RIO Revision 11:12/09/2016 Page 11 of 12 6.12 I PATRIOT-: LOW AND STANDARD SLOPE Usc POUR nail~ for crery full shingle loatt(al as shown bclott•. Q'_5mrl I at`rM (Marl ` pmr e ') 4 TRINITY ! ERD l -<c FOL91 sails ynd four sIKX., of ashltalt rn0flng Cement far Cray full shingle as ihaa•n bcluu; :Isph:dl roofing centau 04586 Tl-pe LL Li Apply 1'(25 ntnl) sims of asplydt nKofing ttinatt :ts shoa•u. QuriON: BAcessicc use of roofing eetuent cau ctusc .dangles to blister. a:,i'I •`t•hsncu _ — — — r j•GSc-` Roanaq Gtmral 6.12.1 Hip & Ridge for Patriot"": Refer to instructions herein for Cedar Crest', Cedar Crest"' IR, Shadow Ridge'", NorthGate or Shangle Ridge' hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R905.2.6.1. S. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUAUTY ASSURANCE ENTITY: UL LLC — QUA962S; (414) 248-6409; karen.buchmann@us.ul.com ENO OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report3S32.09.05-RIL Certificate of Authorkatloa #9S03 F8C NON•HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 12 of 12 4128/2017 Florida Building Code Online BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Slats A Facts I Publicatlons I FBC Staff I BCIS site Map I Links ; Search a b Product ApprovalN-0 USER: Public user, Product Approval Menu > Product or Application Search Application List > Application Detail f ret` •• +' °t: to.. FL A fL12328 R7 v' : 4:•i Application Type Revision Code Version 2014 Application Status Approved Comments Archived i Product Manufacturer TAMKO Building Products, Inc. Address/Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext2305 kerri—eden@tamko.com Authorized Signature- Carter Lea carter—lea@tamko.com Technical Representative Kerri Eden Address/Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri—eden@tamko.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 01/07/2019 Validated By Locke Bowden 4 Validation Checklist - Hardcopy Received Certificate of Independence FL12328 R7 COI TBP14001.3 2014 FPA TAMKO Underlayments-FINAL odf Referenced Standard and Year (of Standard) Standard Year ASTM D1970 2009 ASTM D226 2006 ASTM D4869 2005 ASTM D6380 2003 Equivalence of Product Standards Certified By Sections from the Code https: w Av.floridabuilding.org/p # ppp OU.aspx?param=wGEVXQwtDgt 2AezuarjgOlAramDGmSe%2bS%2baRvkOl3ThCQrlWiSBTQ%3d%3d 1/4 4128f2017 Florida Building Code Online Product Approval Method Method I. Option D Date Submitted 08/23/2016 Date Validated 08/23/2016 Date Pending FBC Approval 08/25/2016 Date Approved 10/13/2016 Summary -of Products ' _ . _•- •_;_, , . _. .' .,.: - FL if Model, Number or Name Description 12328.1 ASTM Slate Surfaced Roll Roofing Roll roofing surfaced with mineral granules Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FiNAL.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes 12328.2' ASTM Tile Underlayment Coated organic underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments- FINAL, odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Pasty: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7-AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL.Ddf Created by Independent Third Party:'Yes 12328.3 Master Smooth Asphalt saturated organic underlayment. Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 It TSP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.Ddf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TSP14001.3 2014 FPA TAMKO Underlavments-FINAL. Ddf Created by Independent Third Party: Yes 12326.4 Moisture Guard Plus A self -adhering modified bitumen•underlayment.- Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO. Approved for use outside HVHZ: Yes Underlavments-FINAL.odf Impact Resistant: N/A Verlfied.By: Zachary R. Priest 74021 Design Pressure: N/A. Created by Independent Third Party: Yes Other: See evaluation report: for limits of use. Evaluation Reports EL12328 R7 AE TSP14001.3 2014 FPA TAMKO U nderlavments-FINAL, odf Created by Independent Third Party: Yes 12328.5 No. 15 ASTM Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 11 TOP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL,Ddf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL,Ddf Created by Independent Third Party: Yes 12328.6 No. 15 UL Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.Ddf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 https:/Avww.Ooridabuilding.org/prlpr app dU.aspx?param=wGEVXQw1DgtF2AezuarjgOlAramOGm5e%2bS%2baRvk013ThCQrPNi58TQ%3d%3d 214 4/28/2017 Florida Building Code Online Design Pressure: N/A Created by Independent Third -Party: Yes Other. See evaluation report for limits of use.. Evaluation Reports .. FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL,pdf Created by, Independent Third.Party: Yes 12328.7 No. 30 ASTM Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 It TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.Ddf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TSP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes 12328.E No: 30 UL Asphalt saturated organic felt Limits of Use Installation. Instructions Approved for use In HVHZ: No F112328 R7 11 TBP14001.3 2014 FPA-TAMKO oApprovedforuse utside•HVFIZ: Yes Underlavments=FINAL.odf. Impact Resistant: N/A Verified -By: Zachary R- Priest 74021 Design Pressure: -N/A Created:by Independent Third Party: Yes Other: See evaluation report•for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO• _ Underlavments-FINAL. Ddf Created by Independent Third.Party: Yes. 12328.9 TAM -FELT Alternate to ASTM D 226, Type II underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 11 TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL, odf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. Ddf Created by Independent Third Party: Yes 12328.10 TW-Metal•aiid Tile Underlayment " , self -adhering modiried'bitumen under layirtent - - Limits of Use ' • • • Installation Instructions Approved for use-ln'HVHZ:•No: FL12328 0- li_ TBP14001.3 2014 FPA TAMKO ' Approved foruse'outside HVHZ: Yes Underlavments- FINAL, odf' Impact Resistant: N/A Verified By: Zachary R.. Prlest'7.4021'• Design Pressure: N/A" • ,:," " . Created:by Independent.Third Party: Yes Other: See evaluatlon•report for Ilmits'of use. ... Evaluation Reports•' FL12328 R7 AE TBP14001:3.2014`FPA TAMKO•. " Underlavments-FINAL. Ddf Created -by Independent Third Party: Yes 12328.11 TW Underlayment self -adhering modified bitumen underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 11 TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.odf 1 Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderlavments-FINAL. odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 8S0.487-1824 The Slate of Florida Is an ANEW employer. Coovriatht 2007-2013 Stale of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement under Florida law, email addresses are public record%. If you do not want your e-mall address released In response to a public-recoo s request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional man. If you have any questions, please contact 8S0.487.139S. -Pursuant to Section 45S.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 4SS, F.S•, please click Anr . Product Approval Accepts: RKM911--1 ® hCM_ WW htipsJ/www.0oridabuilding.orglprlpr app dtl.aspx?param=wGEVXQwIDgtF2AezuarjgOlAramDGmSekYo2bS%2baRvkOl3ThCQrIWi58TQ%3d%3d 314 4/2812017 Florida Building Code Online Credit Card Safe https://www.11oridabuilding.org/pr/pr app dll.aspx?param=wGEVXQwIDgtF2AezuarjgOlAramDGm5e°k2bS%2baRvkOl3ThCQrPNi58TQ%3d%3d 4/4 Certificate of Authorizationion bur Drive 9824 CREEK17520 Edinburgh Drive Tampa, FL 33647 TECHNICAL SERVICES, LLC ( 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 5T" EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 417) 624-6644 http://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE issued August 22. 2016 Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2. 1507.4.5.3. 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6.3.2, 1507.6.5,1507.7.3, 1507.7.3.2, 1507.8.3, 1507.8.3.2. 1507.8.8, T1507.8, 1507.9.3. 1507.9.3.2, 1507.9.5. 1507.9.9 Properties: Physical properties REFERENCES Entity Report No. Standard Y= PRI Construction Materials Technologies (TST6049) TAP-191-02-OI REV ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2005601 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (rST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380, Class M, Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" staggered end laps and in accordance with FRSAfTRI 07230 for tile applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete tile shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Undedayments TECHNICAL SERVICES, LLC TAMKOO ASTM Tile ASTM D 6380, Class M, Type II underlayment constructed from an organic felt saturated Underlayment with asphalt.then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSAITRI 07230 for Tile applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. TAMKOO Master ASTM 0 6380. Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley In accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted in accordance with the FBC. TAMKOO Moisture Self -adhered, ASTM 0 1970, fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2' side laps and minimum 6" staggered end laps. Min. application temperature: 40'F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay file roofing shall be permitted in accordance with the FBC. TAMKOO No. 15 ASTM ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlaymonts TECHNICAL- SERVICES, LLC TAMKO® No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO© No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted in accordance with the FBC. TAMKOO TW Self -adhered, flexible. ASTM D 1970. rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKOO TAM -FELT Alternate to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC TAMKO BUILDING PRODCUTS, INC. TAMKO Undedayments LIMITATIONS 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50'17 unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits foe each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. IIltlrlrlll IFtYR. No 74021 STATE OF : 4f ORIOP N 1r'still tr<ttI, 00 CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services. LLC Is not owned. operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. PrlesL 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 nor have, nor will acquire, a financial Interest In any other entity Involved In the approval process of the product. ENO OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, r EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. Issued August 22, 2016 P.O. Box 1404 Joplin, MO 64802 417)624-6644 htto://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2. 1507.4.5.3, 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6.3.2, 1507.6.5, 1507.7.3, 1507.7.3.2, 1507.8.3, 1507.8.3.2, 1507.8.8, T1507.8, 1507.9.3, 1507.9.3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES En it Report No.Standard Year PRI Construction Materials Technologies (TST6049) TAP-191-02-01 REV ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6649) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380, Class M, Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for file applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete tile shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® ASTM Tile ASTM 0 6380, Class M, Type II underlayment constructed from an organic -felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete file shall be permitted in accordance with the FBC. TAMKO® Master ASTM D 6380, Class S. Type IV underayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley in accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted in accordance with the FBC. TAMKO® Moisture Self -adhered, ASTM 0 1970. fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6' staggered end laps. Min. application temperature: 40'F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and Gay file roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 ASTM ASTM D 226, Type I underayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt Organic Felt Application: The underlayment shall be installed With minimum 2" slde laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM 0 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The undedaymen( shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKTAMKO BUILDING PRODCUTS, INC. TAMKO UnderlaymentsITECHNICALSERVICES, LLC TAMKOS No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOS No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted in accordance with the FBC. TAMKOS TW Self -adhered, flexible, ASTM D 1970. rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKOS TAM -FELT Alternate to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Undedayments TECHNICAL SERVICES, LLC LIMITATIONS 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50'F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All undedayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 51° Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t ps R I rA i No 74021 ix 1Ir p•• STATE OF 4J C , s'4 N A; ;` roolloo CERTIFICATION OF INDEPENDENCE 2016.08.2 S- 2 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any other entity Involved In the approval process of the product END OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4/28/2017 Florida Building Code Online BCIS Home I Log In I User Registration i Hot Topics I Submit Surcharge I Slats s Facts I Publications 1 FBC Staff I BCIS Site Map j Links Search i Fkui(la ri&- Ol ProductApprovalt,Lc -USERPublitUser$ Product Approval Menu > Product or Application Search > Arollration Us t > ApplicationDetail FL # FL3792- 118 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/ Email 2101 West Main Street Jacksonville, AR 72076 501) 982- 6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/ Email 2101 West Main Street Jacksonville, AR 72076 501) 982- 6511 Ext 361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/ Email 2101 West Main Street Jacksonville, AR 72076 501) 982- 6511 Ext 6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Miami -Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A httpsJAvww.floridabuilding. orgtpr/pr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVidikEk7oGO6zyYnmk%3d 1/3 4128/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Florida Building Code Online 09/30/2015 10/06/2015 10/09/20LS 08/16/2016 FL # : Model, Number or Name Description . 3792.1 135 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 R8 C CAC Lomanco 135 - 2000 PV - NOA it - 0602.02.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/17/2016 Other: 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Model 135 Roof Vent and Model 2000 Power FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602.02.odf Verified By: Miami -Dade BCCO - CERRoofVentshallbeinstalledovercompositionshinglesroofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Created by Independent Third Party: Vent shall not be Installed on roof mean heights greater than Evaluation Reports 33 feet. FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Created by Independent Third Party: Yes 3792.2 730 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC Lomanco 700 Series - NOA 11- Approved for use outside HVHZ: Yes 0602.04.odf Impact -Resistant; N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016 Other. 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers FL3792 R8 II Lomanco 700 Series - NOA 11-0602.04.odf Verified By: Miami -Dade BCCO - CERshallcomplywithapplicablebuildingcode. 3. Lomanco's Model-730,750,770 Roof Louvers shall not be installed on roof Created,by Independent Third Party: mean heights greater than 33 feet. Evaluation Reports FL3792 R8 AE -Lomanco 700 Series - NOA 11-0602.04.odf Created by Independent Third Party: Yes 3792.3 750 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 R8 C CAC Lomanco 700 Series - NOA 11- Approved for use outside HVHZ: Yes 0602.04.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016 Other: 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers FL3792 R8 It Lomanco 700 Series - NOA 11-0602.04.0f Verified By: Miami -Dade BCCO - CERshallcomplywithapplicablebuildingcode. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be installed on roof Created by Independent Third Party: mean heights greater than 33 feet. Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04.odf Created by Independent Third Party: Yes 3792.4 770 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC Lomanco 700 Series - NOA It-. Approved for use outside HVHZ: Yes 0602,04,odf Impact Resistant: N%A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/16/2016- Other: 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers FL3792 R8 I1 Lomanco 700 Series - NOA 11-0602.04.odf Verified By: Miami -Dade BCCO - CERshallcomplywithapplicablebuidingcode. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be installed on roof Created by Independent Third Party: mean heights greater than 33 feet. Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NO 11-0602.04.odf Created by Independent Third Party: Yes 3792.5 770D Roof louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC NOA 15-0709.09.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 RS It NOA LS-0709.09.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports httpsJhvww.floridabuilding.org(pr/pr app dill.aspx?param=wGEVXQwIDgsFgPhXoua9PGbeVjdikEk7oGQ6zyYnmk%3d 2/3 4/28/2017 Florida Building Code online L I FL3792 R8 AE NOA 15-0709.09.odf Created by Independent Third Party: Yes Dire xt; Contact Us :: 7601 Blair Stone Road, Tallahassee FL 32399 Phone: 850•487.1824 The State of Florida Is an AA/EEO employer. Comrnaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. U you have any questions, please contact 850.487.1395. `Pursuant to Section JISS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address It 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 4SS, F.S., please dick berg_. Product Approval Accepts: a ® t: a M Credit Card Sale hopslMrww.Ooridabuilding.orgtpro app dll.aspx?param=wGEVXQwIDgsFgPhXou2z9PGbeVdikEk7oGQ&yYnmk%3d 313 MIMI®OIADE MIANII-UADE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidatte.zov/buildinr/ Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 135 Roof Vent, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been tiled and there has been uo 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 renews NOA# 06-0501.11 and consists of pages I through 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 Expiration Date: OV17/16 Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Cateeorv: Rooting Sub-Cateeorv: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Suecification Descrintion 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Aeencv/ldentifier PRI Asphalt Technologies, Inc. MIAMI•DADE COUNTY Fj...• Name Report Date TAS 100(A) LOM-011-02-01 04/05/06 NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as lie vent throat opening. Starting with the drill hole cut vent hole. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at corners, and approx. 4" o.c. 1" from the outside edge of the flange and 1" from stack every 45° with approved roofing nails, keeping heads of nails under shingles where possible. Use a minimum of 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of ''/i'. See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature LIMITATIONS: Refer to applicable building codes for required ventilation. 135 Roof Vent, Lomaucool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomaneo, Lic. published iusttuctions, and in accordance with applicable Building Codes. 3. This -acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, Lomancool. 2000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All products Listed herein shall have a quality assurance audit in accordance with the Florida BuildingCode and Rule 9B-72 of the Florida Adnunistrative Code NOA No.: 11-0602.02 Expiration Date: 08/1.7/16 Approval Date: 08/1.7/11 Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomancool 2000 Power Vent PART # I'EM REO l DESCRIDUON MAIENIAL MAI FYI 0201-501 1 1 DOME .0321.0025 X 28.50 X 26.50 5005-0 AL 3.25f)g 0201—W2 2 I RASE .032t 0025 X 20 X 23 5005-0 AL 1.8404 0I01-503 11 1 RA1HSHIELD Olc t.0025 X 19.50 A 19.50 5005-0 Al. .91 3; 0410-501 4 3 BRACKET 1E CA. X 1.250 X 7.580 CALV. STEEL .195/ 0201-507 5 1 SCREEN .02H X 5 A 41.375-8:<8 MESH PEPM—A—KOTE' 14040001,5 6 12 RlVr1 3/160 X 7/32 OVAL HD. AL 1405000281 11 3 SCREW #14 X 1/2. HwUHD TYPEM -AB" ZINC PLT 91U END OF THIS ACCEPTANCE NOA No.: 11-0602.02 Expiration Date: 08/1.7/1.6 Approval Date: 08/17/11 Page 4 of 4 MIMI®FADE MIAIv(l-DADE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGRBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Strect, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.sov/building/ Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 1.35 Roof Vent, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERIAMATION 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 tcmiination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This renews NOA## 06-0501.11 and consists of pages 1 through 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 ExpirationDate: 0 /17 1 MIAMI. OAOECOUN7Y EXp : / 6 Approval Date: 08/17/11 Page I of 4 ROOFING COMPONENT APPROVAL Cateeory: Roofing Sub-Cateeorv: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description 135 Root Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Aeencv/Identifier Name Report Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM-011-02-01 04/05/06 NOA No.: 11-0602.02 MIAMIDADECOUNTY Expiration Date: 08/17/16 EUVOYRIN Approval Date: 08/17/11 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof ratters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the sante diameter as the vent throat opening. Starting with the drill hole cut vent hole. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at comers, and approx. 4" o.c. 1" from the outside edge of the flange and 1" from stack every 45° with approved roofing nails, keeping heads of nails under shingles where possible. Use a minimum of 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of/2". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature U KITATIONS: Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc. published instructions, and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, Lomancool 2000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the .Florida BuildingCode and Rule 9B-72 of the Florida Administrative Code NOA No.: 11-0602.02 Expiration Date: 08/1.7/16 Approval Date: 08/17/11 Page 3 of 4 eB DETAIL DRAWINGS 135 Roof Vent, Lomancoo12000 Power Vent FART N I1EM KO I UESCRIP IIUN MAIEHIAL MAI WI 0201-501 I t DOME 032-1.0025 X 28.50 X 2.6.50 5005-0 AL 3.250j 02DI.-302 2 1 BASE 0321.0025 X 20 X 2` 5005-0 AL 1.8Q# 0201-503 3 1 RAINSHIELD 019t.0025 X 19.50 X 19.50 5005-0 AL 9130 0410-50t 4 BRACKEr 16 GA. X 1.250 X 7.580 CALV STEEL 1951 0201-1.07 5 1 SCREEN 078 X `: X 41. SiS-Et:<8 MESH PrcM-4-KOTr 1404000165 C. 12 RIVE 3/160 X 7/32 OVAL HD. AL 14050002BI 1 3 SCREW 114 X 1/2 HWUHD Tif'EM -AB- Z4YC PLT ii END OF THIS ACCEPTANCE NOA No.: .11 -0602.02 MIAMI•DADECOUNTY Expiration Date: 08/17/16 1 Approval Date: 08/17/11 Page 4 of 4 MIMI®DeADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGHBORROOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.niiamidndc.l!ov/building/ Lomanco, Inc. 2101 West main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AW). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes: If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 135 Roof Vent, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless.otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there. has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has 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 tennination 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 Bui lding Official. This renews NOA# 06-0501.1 l and consists of pages I through 4. The submitted documentation was reviewed by Alex Tigera. NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Categorv: Roofing Sub-Cateeory: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Descriution 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and. Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agencv/Identifier Name Report Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM-0I 1-02-01 04/05/06 NOA No.: 11-6602.02 MIAMI•DADECOUNTY Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof ratters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drill hole cut vent hole. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent hole. Fasten the base to roof decking at corners, and approx. 4" o.c. I" from the outside edge of the flange and l" from stack every 45° with approved roofing nails, keeping heads of nails under slungles where possible. Use a minimum of 32 nails and shall be of sufficient length to penetrate through roof sheathing a minimum of/:". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature LI IGIITAT.LONS: 1. Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, lnc..published instructions, and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, Lomancool 2000 Power Vent, shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assurance audit in accordance with the Florida BuildingCode and Rule 9B-72 of the Florida Administrative Code NOA No.: 11-0602.02 MIAMI•OADECOU Expiration Date: 08/17/16 LEMMA" Approval Date: 08/•17/11 Page 3 of 4 DETAIL DRAWINGS 135 Roof Vent, Lomancool 2000 Power Vent PART , IIEM REO' OLSCRIPIION UAIERIAL I Mar wr 0201-501 I 1 D:)MC 632-1.0025 X 23.50 X 28.50 5005-0 At. 3.2500 0201-502 2 1 BASE 0321.0025 X 20 X 23 5005-0 AL 1.840# 0201-503 3 1 RAIHSHIELD 0191.0025 X 19.50 X IM0 $005-0 AL 913= 0410-b01 4 3 BRACKET 16 GA. X 1.250 Y. 7.580 CALV. STEEL 1951 0201-;537 5 1 SCREEN 02A :< 5 X 41..S75-(3X8 MESH PERM-A-KOT1: 1A04000165 6 12 RIVE 3/16o X 7/32 OVAL HD. AL 140500D281 7 3 SCREW 14 X 1/2 HSVVHD f''PEAI -AB- ZINC PLT 91U END OF THIS ACCEPTANCE NOA No.: 11-0602.02 MIAMI•DADECC)UNW Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 4 of 4 4/28/2017 Florida Building Code Online f.-y'tlL'.Qii:ij'id,:l r,_• Mom) i,f_. +, M :: ( j BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Slats a Facts I Publications I FBc Staff I BCIS site Map I Links I Search Nr S4; Product Approval JI USER: Public User Product Aooroval Menu > Product nr Aonlication Search > Anoliralion List > Application Oetall uu-n-wi?i+7:it: FL B Application Type Code Version Application Status l . a Comments Archived t- fProduct Manufacturer I Address/Phone/Email Authorized Signature sJ;. .4 Technical Representative Address/Phone/Email Assurance i` Quality Representative Address/Phone/Email Category f • Subcategory 11.•.i•. r. ti ,• Compliance Method lil Certification Agency t- • r• r Validated By Referenced Standard and Year (of Standard) FL158-RS Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. CAST-CRETE USA, Inc. PO Box 24S67 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Listing Miami -Dade BCCO - CER Miami -Dade BCCO - VAL Standard Year ACI318 2011 ACIS30 2011 Equivalence of Product Standards Certified By f Product Approval Method Method 1 Option A Date Submitted 04/29/2016 htlpsJ/www.floridabuilding.org/pr/pr app dtl.aspxlparam=wGEVXOwtDquegl%2bT71%21F192gnRzHNulc45pgLXkU6g%3d 1/2 E 4/2&M17 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 Slir iiiary of Products : _. _. __. _ _'.._..__._.. !. ..: r . ' i -- _... ..... -- FL # Model, Number or Name Description . 158.1 High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL158 R8 C CAC NOA 14-0903.03.Ddf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126.03.Ddf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 11 NOA 14-0903.03.Ddf FL158 R8 11 NOA 16-0126.03.Ddf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850.487-1024 The State of Florida Is an AA/EEO employer. Coovdaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(l), 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 smalls 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 acidness, 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 ham. Product Approval Accepts: APR®mga Credita Safe suctiritymETHICS' hU,osJAvww.11oridablrilding.org(pr/pr_app dU.aspx?param=wGEVXQwtOquegl%2bT71%21F192gnRzHNuN5pgWcU6g%3d 2/2 M I AM 1-DADE MIAMI-DADE COUNTY e PRODUCT CONTROL SECTION DEPARTNIENT OIL REGULATORY AND ECONOi11IC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) w%v v.mlamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted mariner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is detennined by Miami -Dade County Product Control Section that this product or material fails to meet the requiremetits of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411, 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parritio, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & ITS Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., on Atigust 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 it 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 literatuiv.. 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'mantifacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages F,-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Mnkar, P.E., M.S. NOA No.14-0903.03 MIAMI DADE ETY fI /L'• '^- -P Expiration Date: 09/11/2018 Approval Dale: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1103-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet I of prepared by Craig Parrino, P.E., dater! 11la1-ch 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables sheets 1 through 3 of 3, prepared bt, Craig Parrino. P.E., dated March 24, 2003, Iasi revision 9/ dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P. F B. TESTS 1. Test report on_llerurcd testing on 4 ", 6" & 12 " Precast Concrete Lbrtels Filled and Unfilled Alodels, total of (13) concrete lintel specimens, per AS TM E- 5 2 9- 94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and scaled by C1n-istopher A. Hamon, AE. C. CALCULATIONS 1. Calculations for Cast -Crete Lbrtels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2. Calculations for Cast -Crete lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System rllanual for Cast -Crete Alachine Made Precast Lintels revised an Alay 1, 2002. 2. Cast -Crete Quality System rllanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving Aro. FD4612, titled "Precast and Prestressed Lintel Details`, sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drmving Aro. L7,4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", streets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated Mta-ch 11, 2008, B. TESTS 1. None. C. CALCULATIONS 1. Axone. D. QUALITY ASSURANCE 1. By Hiand-Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. Axone. H+W ty A. Makar, P.E., Ai.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approwal Date: 10/09/2014 E-1 Cfist-Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, tilled "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"0 6" & 12" Lintel Snfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dater! March 24, 2003, lost revision dated 14arch 11, 2008, all signed and sealed by Craig Parrino, P.F,., on blar•ch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. Nome. D. QUALITY ASSURANCE 1. By iWimni-Dade Coruuy Deparanew of Perminnrg. Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr-om Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P. E., certifying cornplia itce with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. Alone. B. TESTS 1. None. C. CALCULATIONS 1. Arorre. D. QUALITY ASSURANCE 1. By Mtand-Dade County Department of Reguledwy and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Norre. fr , kjign'Y'A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining AVo. FD4612, titled "Precast and Prestressed Lintel Details'; street 1 of 1, prepared by Craig Parrino, P. E., dated rl far•ch 24, 2003 and Drawing Xo. LT,1612, titled "Cast -Crete 4". 6" & 12" Lintel Sgfe Load Tables ", streets I through 3 of 3, prepared by Craig Parrino, AE., dated March 24, 2003, lost revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations,forCast-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 Mianri-Dade Cowin, Department ojRegulator.1, and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fi•orn Cast -Crete USA, Inc., dated August 19, 2014. signed aid sealed kv Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel intcnr, l'.E., IVI.S. Product Coutrol Unit Supervisor NOA No. 1 J-0903.03 Expiration Date: 09/11/2018 Approval Dnte: t0/09/2014 E-3 B 77. w HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 4" SOLID UNITEL DATA TABLE EIaT',irtllrl n rr'i r vlortu FSHSiIt 11r1 i t n .} ifrmilfll r r•rn . 6" PRECAST U—LINTEL DATA TABLE Ln i"-WT radV-%'il l lzF3 rd vc'FL7®wool03" MILE f illdL'J r1Cl U&iil`J U. a>arr1it" Iocmrv®rmavaM, aeImMDTKFl- rraMr)filmreavaVM rare n:;nn rz*a va o ratvsrts:r rsasara90VToF.*Tms rr>a rYWanras ra rtus^l rsevlaao lr r ar.",l,,,rESaT9re, sc9 nrtst r ci. r t t rmv aJy:: ls r 1 r*rra eu rsgv rr: ssev s o rr rxn fF.; llrray.l.fi/•rFSQSa/aSIM rro-AraraaEnnrt>veIr rrImlI rs rafrarst ULU- IL"Fr.,, maytryo Ir"ucyrn 12" PRECAST U-LINTEL DATA -TABLE UIa 6m I I"> WMA01—ffl MOTWUal"ME? ff."UDM5aMr=r2"17A=FMMrmo ocy rFl1f it 1UGl v,,.,limrr ao ar rtuary uanr••• Iralr. a a oarst M-1mrlx-A.J rEmU=aay.ao PC"W" IL'IE rr. r= l'=U aO Fd7 Q?71 MILE r '1'= V®FdiUMEF=FA rmiFR71 ccJrtlu_I rravrasa rilQlin5F7 iarFf 11rllU ir2L_rtar1L'L:LIIIQ]fMBir1lY fIlrY. F1c'.t7 a]1]mb rnnO rrtsEUY:>,. f=1 7:t1_1a rrrT nmaymo U. aa rtuu u 12iQ] r Rry1 m o a'a vsn uti rr. i l rr I fIrQa• rr„I, r lev-rrlair>. lt7C>•s6are:ar2s Jtrmlr21176cyrrSo rr Eoai:ar[IG:_Ilrry 1I"fIllGit= 777 II1f T.lT1•.Y Y!•`tlll. i f( li!fli Cl tli sll:h l:l st•=li IlCbi:l 10=flylllIIlM1 .t+arsau.luc veut:l vc.T OCrwFGi•J[1L•1r A vm rkmaL,1Y77 Vt1. mlFumm 4/vOTt+e a.le 1larev R.m wttmrt:u 1 rra trr s. mnar rrr UmmIrVTYW7CvvYru..TT=1..'1T7ri.l 1ISY.R Ill14"JUMLl9TQrcarrymeuAri:i:.u r, 1r.[,r®mlo YMIr IllyYi1110 r•Wor 1 Tri er .0 iTYPE W TYPE - A•_ SIMI b1YIM0 VWr W r11Y1 Tlq rsOrO[IAtT IMT01uI1CM 1 raomlo T0s rMW1C1 VrtmYY, n o IrD11010 Or WARMI IAVI 4Mr SWW OE g11WWC0 00 OWUMIRD halm. in m" vvntm CONSENT "U-CstTE M. Wa ft$ C 1'Um TN W a •11N OX II• NW 03 slw a W W"" s1c.IMl s 00 is s W90 . WI0 M OWI M N11M Yls \ Wb lsl TOM MYMIu O /Dish W0usM0 4M W"M SWIM IMl11l = cw/lm r.. sIr T ns W • e.f Na is sMD Iw W Om V .. I WEN. NOD IOr C"111W - Mr. Cr rac n lnova h . a to ns • W.1 IIY.1M Mira . 4 IMtM lln WOOOIm. Nos /WMWIM NMR WWIW MRM sRA O It M Ws "t WOM 10 K RI.O siA fIW s ianws now can DIi. Wl O NW II Wa Wotu.nu slsonW tow rmL C E(C14F-, O4 plDwid.CW. 4 b3 c' r CRAIG PARRWO S P. E.UC FL No. 84 f PRECAST_ AND PRESTRESSED LINTEL DETAILS CENERAL NOTES 0 wYrtac qC. i lrli p mat f 6aW 6orlrfNerneee.ry w1U..((hh041) /prr MOieea'Ifi-mfiMan nelraocreprno:v. eetmRl 1r pd Mr patr..rtar ASI C27 we 6aperASWQ70eY or 3 2) An eel. bed Woo bmn en iWmma 4 tale MA" 64.ft anfrm No. 12" 660 eqsb4m I&AP Uit., Om a 13) nna. Id MdW Ma errs hue bW.% 4) R• M" t pr4e16e6f 6 10da W preen n ft*cq No gmde 40 rkm etlea re6er. 1 X MucUtd tim 14211U6) • 12228 pl H7ep1 5) All W* coed r —ad 350 deRaQau Eaeoiros mu at V1900 4tdk0lan tar UN Is AffOAd to amralen m..1ig W Fleft •0111 Cut. S"fim 1604.11 n 4) Sm. (i3t6 Wee n re4 n& 7) 4• Will Id4b of 1e ImtWW V C &MMiN eeesooW erd e amemYn ..lint a) W4M1WNtaM.M q feed we —IV dt IA. seabe -d a r deucleeN 4opeml,. N e0t6pF nY"°'mrd:"a eel niae°'Mr .".a"a.'°'°i fm`.le'Wtr fan N ,lqW la) flit - Hot Rated It) adlam MY aoa.4 r.br to . dated N IM 6omm N W rnW mAy. TYPE 01MIGNATION 12fr- mp- 0 as/u.uerm boa° to F Iiin'''aema l6- 2B/2T felts 19"1 L•.ew e Mum " M OM At Me ry. mm to tr am f) monomemw aae aMR 1: t d :•,• a•Y N 1j:: tit ! a A a a l e 1ra.arm ON Trlad 0r•rtm nr.• dam 4anar ta4eeo• I1 6 • ACIWt r Mam"a 1710M 10 ot" enu"e'.l .d r.W.`t"`aafy aU s 1 a Yn1 wfne• N uw w, u 13) The m.lr ea.(ae. N Wee ialdlto Is eKt.dr cenrela amm:Las we hm 4e•o%q N efueee Owed b acooNace .2A As1Y ertR6 r 4ppm.6 _Q4 14) bold, loaded cim --* N .r0ed farvAh r uPfe) oM fpAroNal (MWaQ M aYa644 I. W dlr W I.OnOq eQu.L«e Apow . eflkd to Awed 1•A1.Nd lloa l Sol. v.Akd b•1 + Sol. lefdne4d low S 13) rr •emp•dl• WN M12at. Oat 4M A n. nf. b.4 (ma oed t.r bkM Owm 16) fa trod IagtM rA dlo•ti lm ado Mal tr rot t•6ed ImP er r, 17) S,u tam em eepauv,•4 aeeuau. I.W. 18) Sdo boo fiord en mUnd drip eaadct on AD SM WA AO 3UL 10) AK6" stud bap apady con e. Woloalb the by p •Adfg aM&Ad a. Wm.d comma nuealr/ .nh (RC111) ob•re IM blot See d.tee ldee: z- f m=15 ao i3 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATM FOR EACH ADOI11010LL REMFORCEO CNU (RCUU) FULL OOURSE 1) 15 MM FOR 0- LDt1ELS 1 2' C1R TTP 2) 15 RE6AR FOR 12' LWTELS OR40 at GM SAFE LOADS FOR 4" SOLID LINTELS Ca: 44am GRAVFTY TYPE LENGTH 4S8 3'- 6' (421 PRECAST 1180 4'- 0_ (48' PRECAST 959 4'- 6- (54-) PRECAST 789 5'- 10'(70') PRECAST 460 6'- 6- (781 PRECAST 360 7'- 6- (901 PRECAST 260 9'- 4• (1121 PRECAST 158 10'- 6-(1261 PRECAST 116 12UB Cast- Ciern UPUFT LATERAL LENGTH TYPE 4S8 4S8 S- 6' (421 PRECAST 687 371 4'- 0• (451 PRECAST 597 320 4'- 6• (541 PRECAST 529 25e 5'- 10'(701 PRECAST 407 148 8'- 6- (781 PRECAST 366 118 7'- 6- (901 PRECAST 280 87 9'- 4- (112-) PRECAST 187 55 10'- 6'(1261 PRECAST 152 43 12FB 12F12 12F16 6U8 8F8 6F12 6F16 MUM e., 4} ?: •: S 1,• •: .h... i." .•:' is 4S8 ,. ,; =: S° •:; . •., • • • • • • • g • 12F28 12F24 12F20 VAODUf. TRnvisrn 4• • :° , 3• ': UWO IptlinR.fib tee FIw410 p • : q' , tom r y , tA,`CRAIGPARRINO 14 a 03. R 10P'G vii: a 78a s6a °y r BF326F286F246F20 `r^ '••••• Reel A a:A(- E'e•4 FL P.E. UC. N0.4t758 "—'" 'd` • a° eonu,a ap 4, CAST— CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES MU 0au6s 14 morn m MW wow Cut KM 8e& ri s am 3/74/Rs CKWO 611 men MRAo10, Ft. - a6. SIX 44M I 0Re111& M 041112 URU I of 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 10011'r-torm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6W 6F8-18 OF12-10 SFIG-19 U20-19 6F24-19 6170-19 61`32-19 3'-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 9297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 8148 7227 9297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 V-10'(707 PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1831 2850 4328 6737 9297 9357 7-6- (901 PRECAST 779 863 1459 2188 3151 1 4524 6654 9357 9'-4' (1121 PRECAST 584 660 1D56 1523 2084 2795 3731 5017 IV-6'(1267 PRECAST 503 566 895 1270 1706 2236 2898 3747 1)'-4-(1361 PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(1117 PRECAST 425 477 744 1042 1377 1769 223E 2805 13'-4-(1$01 PRECAST 373 417 646 895 1170 1485 1652 22A9 14'-0'(1681 PRECAST 351 392 W5 935 1057 1373 1703 2087 17'-4'(2081 PRECAST N.R. 20 455 620 794 985 1199 1 1437 1HE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LATERAL LOADS 4:nD a-DDDeesnu iMTn 4 WW4Mn SAFE LOAD vLF LENGTH TMPE 6U8 6F8 RCMU Y-6- (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6' (541 PRECAST 416 609 344 5'-10'(707 PRECAST 300 350 19B 6'-6- (78') PRECAST 263 496 157 7'-6' (907 PRECAST 222 367 116 9'-4' (tt27 PRECAST 173 352 74 10'-6-(1267 PRECAST 151 276 58 1'-4'(136-) PRECAST 139 311 49 12'-0-(1447 PRECAST 131 277 44 1Y-4-(1607 PRECAST 117 223 35 14'-W (1687 PRECAST 111 202 32 17'-4'(2087 PRESTRESSED N.R. 1 130 21 SEE GENERAL NOTE 18 SAFE: UPLIFT LOADS FOR V PRECAST U-LINTELS Oww*"" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 6F8-11 6F12-11 U16-11 6F20-11 61`24-IT 6F26-IF 6F32-IT Y-6' (42-) PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (48') PRECAST 1225 1300 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1083 1592 2054 2577 3069 3562 4055 V-10'(70) PRECAST 831 1222 16M 1979 2357 2736 3114 6'-8- (787 PRECAST 723 1 1097 1437 1777 2117 2457 2797 T-6' (901 PRECAST 648 86344 124909 1544 M 1840,0 21351 2431 9'-4' (1127 PRECAST 575 571 980 1252 OK 1492 1732 1972 01 10'-6'(1267 PRECAST 462 787 1121 1336p 1551 1766 11'-4'(1361 PRECAST N4D2 404 tm 685 985 1213 1442 t645 IX-O-(1447 PRECAST 36714 619 US t093 1299 1506 1Y-4'(1607 PRECAST 309 516 736 906 1076 1247 14'-0-(168') PRECAST 366 iA 285 475 677 32 989 1145 17'-4'(2D87 PRECAST 253 205 338 476 585 693 3 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 CRAIGPARRINO rS O VA1 SEFFFNNEILR 93W FL.P.E.UQN0.4479 I'RoDOcnutvlyr, OW141%CWo4+iLc17wIM A+ omiw."ur.-O cS.oT 49093Mera 4v I -CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES c v . ? _ '-®Ao M46 M..-wvE 3./ciu4/n0 t 1 a couutc>Mwoif. c,ouws i raoi4nuok I% - mq447" li xa wuua: SWU I of 7 9 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4wsf+m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US INS-3 W12-18 Ilf -IB IV"-21 12Ra28 INW28 12F32-28 Y-6- (421 PRECAST 3428 5000 SIM 7619 9352 11060 12755 14438 4'-O' (41) PRECAST 2923 4232 5838 7619 9352 11060 12755 144}8 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10-(701 PRECAST 1612 2320 3218 3234 8487 11060 6'-6' (78l PRECAST 1383 1986 2679 4196 6421 10032 7'-6- (90' PRECAST 1138 1628 2131 3218 4678 6756 9'-4- (1121 PRECAST 795 1216 1535 2230 3083 4167 0=4 10'-8-(1261 PRECAST 614 1043 1295 1853 2516 3323 11'-4*(1361 PRECAST 518 945 1162 1649 2216 2893 12'-0'(1441 PRECAST 456 878 1073 1513 2020 2617 13'-4-(160' PRECAST 352 767 926 1294 1709 2186 2743 3409 IV-O'(168' PRECAST 32t 7200 865 1204 1584 2017 2451 3106 17'-4'(2081 PRECAST N.R. 4110 631% WI 1141 1428 17504 210 19'-4'(2321 PRECAST N.R. 343 477 7000 925 1152 1380 1609 1) OE MWMEAS IN PMEKKW ME KACW1 01000US FOR CM°C 40 ATE° MCED M& SEE CENEIIN WX NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST wl 2" RECESS DOOR U.LINTFLS 4WI1.40flr SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 120A 12116.2812AF10- 12NI4-21 121h8- M-21 IMZ-21 IZVM-21 4'-4- (521 PRECAST 25M 2942 5468 75U 9640 11669 13679 15M 4'-8' (541 PRECAST 2319 2740 5468 7584 9640 11669 13679 15M 5'-8' (651 PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 5'-10'(701 PRECAST 1259 17M 3361 5954 9338 11669 13679 1567 6'-8' (80') PRECAST 924 1430Ij 4415 694 103 12574 14811 7'-6' (901 PRECAST 703 12033424 5259 7922 9623 1132 9 -8' (1187 PRECAST 389 843 2157 3203 44210 5411 6380 W INE XUROW N PAREMIMESS ME /OICOIT MUCp1S FOR OMIY 4o FEEo mote mm. sa cDaPA wri 4M 4 a V"- 44 SAFE LOAD PLf LENGTH TYPE 12US 12FS RCMU S-6' (421 PRECAST 1295 4841 393 4'-0' (481 PRECAST 1295 4841 299 4'-8' (541 PRECAST 1049 3922 2417U4 5'-10-(701 PRECAST 681 2547 155 6'-8' (7n PRECAST 579 2167 123 i-6- (901 PRECAST 474 1771 914 9'-4- (1121 PRECAST 355 1326 58 10'-6'(1261 PRECAST 306 1143 45404 11'-4'(136') PRECAST 278 1041 38 12'-O'(1441 PRECAST 260 971 34 13'-4-(160' PRECAST 229 857 278 14'-0'(1681 PRECAST 2163 809 251 17'-4'(2087 PRESTRESSED N.R. 6XA416 19'-4'(2321 PRESTRESSED N.R. 534.j 1300 xc VcnuVw V.c .o SAFE LATERAL LOADS FOR 4'-4' (52) PRECAST 4'-6-.(541 PRECAST T-8' (6n PRECAST 5'-10-(701 PRECAST C-8' (801 PRECAST 7'-6' (901 PRECAST 9'-8' (1161 PRECAST PLF SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS W&* SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12R1-2T IN12- 2113194 FM-21 IV24-It 12F28-2t 12F32-21 Y-6' (421 PRECAST 2752 4287 938 8264 9589 10915 4'-0' (48') PRECAST 2389 3121 023 7174 8325 9417 4'-6' (547 PRECAST 2113 3291 326 6317 7365 8384 5'-10-(701 PRECAST 1623 2527 092 4875 5658 6441 6'-6' (78') PRECAST 1444 2269 675 4378 5081 5784 7'-6- (901 PRECAST 12671 1767 194 380fi 4417 3028V-4- 1121 PRECAST 1028 1171 590 3087 3583 4079 10'-6'(126') PRECAST 920 947 281 2754 3209 3651I1'-4-(1361 PRECAST 858 829 982 2441j 2902 3364 12'-0-(144) PRECAST 814 j 753 12690 1788 2201 2616 3032 13'-4'(160') PRECAST 678 633 1057 14854 1626 2169 2513 14'-0-(168') PRECAST 6220 586 974 1365 1679 1993 2309 17'-4'(2061 PRECAST 434 427 695 P 064 1182 1623IV-4'(232') PRECAST 366 370 593 817 1002 E1402 13720 1) nE M URM IN 4AMEm"m ME mum mucma FOR CMOC 40 MO AM AEVA SEE CIMRAL NOTE NO. 4 SAFE UPLIFT LOADS FOR 12" PRECAST wT 2" RECESS DOOR U-LINTELS 4 l&1.6wn I SAFE LOAD -POUNDS PER LINEAR FOOT J G ENS 44 71 Y4' : ///.i4r//11 4'-4' (521 PRECAST 1626 1 2685 3746 4806 5867 6228 7989 4'-6' (541 PRECAST 1558 2582 3602 4%3 5643 6664 7684 5'-8' (681 PRECAST 1210 2042 2850 3656 4466 5273 6081 V-10'(10) PRECAST 1173 1984 2769 3553 43M 5123 5908 6'-8' (801 PRECAST 10201 ISM 2426 3114 3802 4489 5177 7'-6- (90' PRECAST 904 1226 2-16-31 2776 3390 4003 4617 9;78' (1161 PRECAST 1 703.4 771,11 1472 2181,4 2663,J 3145,j 3628 NWMu1S N PMDMOS ME PERrnA MUCUS FOR 40 AU ADDED R141AA SEE CDO& RME N0. 4 KoDucrapmsuo d eaean"s.aa4No fN ma wlamM c.a. L/ Aepyt m Mo - O 0 , M 3 A. (I - ry: OR1 .'e, rCRAIGPARRIWo 1a4. o E 8 c4Ss O .. • E G O SEFFNGR,34- 59584 s0aei a 'uq nvM SEE GENERAL NOTES - SHEET 1 OF 3 •444A 444•` Fl. P.E4i1C.110. pA75B fj' ,{s • CAST-CRETE 4", 6" & 12" LINTEL SATE LOAD TABLESAN Iffl7lI V ' G6TTliui"" ' 14E Mlft g91n-u oWMM N: J°INMxamvim- LIA oAEE: E E4 01 CMEEAO m CAM FMmo PL TKO. Ma 44756 L MIMI4 u4412 SMEEI 3 of 3 M IAM I -DADS MIAMI-DADE COUNTY LWAULLU i PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 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) 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 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 l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7,1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer"s name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause .for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, EA, & E-5 as well as approval document mentioned above. The submitted docuuentation was reviewed by H lmy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMI•OADE COUNTY W 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 0610 719 7, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, AE. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196, '45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06/20/95 for pre stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11113/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6 Mill Certified Inspection Report 458 A66332 dated 01128/96 for #4 rebar by Birmingham Steel Cotp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84 M19805 dated 03/06/96 for 94 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for 45 rebar by Birmingham Steel Corp. y A. Makar, P.E., M.S. Produettontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. I2. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 01-0209.03 A. DRAWINGS 1. . • None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 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, perASTME-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. 1&6ij 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 fi-om Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter fi-om Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H&Cy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 041M/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on .,Varch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofPermitting, Environment, and Regulatory Affairs. E. \ MATERIAL CERTIFICATION 1. None. F. 'OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig 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 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 Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. •CALCULATIONS 1. None. n. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete UU Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. L- d. a6z H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 r AST-CRETe HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE AND PROM= ItUnSwED l/ cc. 07Np with the Florwo BRIId103 c.dT I1rt •>• abttu. W a.0 un0 not w f1RIOL liAl, L1 .11 qA- i TYPE "A" STIRRUPS !f 7/32'0 BAR ro sSTIRRUPS e u LS STIRRUP DETAILS 1CIAl. RTi. PRESTRESSED U- 7/32"0 BAR STIRRUPS TYPE "B' STIRRUPS Y STIRRUuP DETAILS DATA'TABLE 12 CTvI l.6 AINUUM 1 A -1 0.134 542 9 IV-4'0.140 b07 RAR 1- 3 IS-9 17 - 0.130 is! 7 32 7 37 17 -2 19 1 I 1 -3 9 -3 9 21'-4' 0.194 767 2 3 7/32 PAR 21'-e A- nI/$- 10 2Y-op O.too BH 7 3 A\ 7/32 PAR 21'-10•s/1 f0 24•-0` U.219 03 32 P/Jt e 7/33 OM 23'-10./$- 10 in 7 F]lilt3'r;'I:Rrr i.ty f!}fWN.R:LKl:lscl.l f;[7f.R 7 77r 7 1/.t'7Ri'{l7Cllf(Z(T(11• nr.T. o m TrlAf7.1JnMAoar• vn o nail 1 UMMNUno m m al:aIlJ:J:11Rr:SlIry t vao lIT.41"'I2f,14MA r..:R:'_sr:J[3arrrmo Olm©llt mmt[ E SlRllaT-7.1 f3lJ•rl sLrlTfG oQvr»omi i sc aus:.>In+rerri:rS ia Io 79EN R:I a:Y_1 RI:I •I f.9 h1: ; US!.I:)Aali a>•Vf IIIi:rkh PRFCOST U—LINTEL DATA TABLE L VO 12M SII> r-o' 0.032 120 03 WARR 3'-3' 7 32 w 3'-f• I NIA A 0' 0.037 189 13'-Il'7 32 w 3- R A r-0' 0.041 102 3 1 ! -3 7 32 6 0.049 192 RIVAN I b - 7 32 9 0- DA34 ZIQ 2 PAR V-9"D 0•- 000 134 RES 0- 7142 BAR B- 0 0 OB9 REOAR 7-8 7 32 w 7 6 Od9 4 w 9- S REMIT 7 p• 37D 4 BLUM 0 _r 3 Rlw- 3 RWR 1 _r p! RE 1'-0 3-0 12 0.110 RE9AR 11 -1 R[BAR 3 Bruit 13-3 7 Rlw 3l- 3-0' D A - S RESAR 3 -1 3 1, 13 - THIS MOPITIETARY tHrORUATION 0 AWIDED TOR ROOVCI AMROVAL Il 13 r1 olmlo OY Co LDICNT 4Ms Alm CANNOT RE n7A00VCto oR 9XIMPVTED NIIAWT INl RIOR IIMIltN CONSCNT OP CAST-CDEIE 03A. ML w I. ttafMKMo 3I[IL• 7/32 BAR ASIR A0101 p3. f4. L NOTE. IRL TOTAL NWIL1 OF STUMPS AO s1 WAR owl w AXIM ALIk 7/16 INCH KAMEN two tOII-nLAA109 nLstum" MW I INlD CODNIIO WARIMO NOR EACHaimofsmancom "m To CW.Vtl 111T10 ASIV MIL f. toxr3ETC LiROIOMfI r. .loos In FOR rmffa N0. Of 2"ps . 4. THEN TW Cao TAU mm sNolis f !.RANI NCSInato %RAMS: f...000 r31 lot ALL ALCASI 0 MLI Unus. Tom tun [ L f! p00NOS W POLIT49MLPC 11RtS PER a DmALL[STArRIS7 Coln . 0.10 A 4.. cmm or CDNCAOL MAY Ll QUO M LKV OI msin m U09L Att9ORcon CAOL a s7RIrn119 MOIW rustat"m To tCt01 unm Am NARMoo VWM ENS • '. Pnol7ucT 1Xw1510 1 C0a0117iop mitbo" modda 11alml.scode i A/r:plaReLlo%.f-o 03oZ I:oauluZo16 CRAG W PARRINO Ire CR 579 1 rd u 'Uwoi" NE. sr/OVAL ENGi` FL. P..E NO.46 Will CAST-CRETE 8" LINTEL FABRICATION DETAILS t.t AA . .. tl I entA PA WS PA M M - AM M 44150 1 TWO 601 10 =U I n SAFE GRAVITY LOADS FOR 8' PRECAST W12" RECESS DOOR U•LINTELS 4-4-41" SAFE LOAD' POUNDS PER LINEAR FOOT LENGTH TMPE RUB sor,0 m010-00 W14-M m1Fle-W avn 59nt-a W30-a a0F4-1e MIO-1e W14-10 SWIS-10 nr21-le meta-1e a9:30-1e 4'-/" 52 PRECAST7 1615 1749 7aSS 3W) 4349 5421 493 7567 1691 J69f 5209 Po7f am 9479 10593 4'-0' S4 PRECAST7 1491 1596 30a7 2992 3996 4949 5924 CM 1756 J699 520a ae39 sm 947! f0e9J 5'-B' (68 PRECAST 866 920 1770 1714 2277 2339R4150 3966 1197 240) 4597 a3a9 e000 9311 5'-10'(707 PRECAST 810 M 1653 1600 2124 2949 370D 1n3 2342 47.42 aa39 IlM e705 6'-8' (BD PRECAST 797 9D1 1825 3120 sae 7747 7360 901 1025 3120 6048 7015 10 7'-r (90-) PRECAST 669 753 149D 2459 m9 3743 se23 70 1490 2459 3770 5743 1009 8'-0' (116' PRECAST 411 45e 999 1555 2253 3129 3149 52a 999 15U 2253 312f 5a91 SAFE LATERAL LOADS FOR R" emPf A11T "d 9" G1: C0[B nnnn 11.1 IUTFI A a437ti SAFE LOAD PLF LENGTH TMPE 8RU6 8RF6 CMUR. 1'-1' (52 PRECAST 758 757 1164 4'-6" (54') PRECAST 694 693 1073 5'-B' (88') PRECAST 40 4407 655 5-10-(70-) PRECAST 382 381 616 6'-B` (80') PRECAST 595 788 464 7'-r (90-) PRECAST 509 674 363 9'-B` (1161 PRECAST J70 490 214 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 ' SEE GENERAL NOTE 18 FIELD ADDED REBAR. SEE GENERA NOTE NO. 4 GENERA NOTt 1) YdIMFr. 12) lblrb 4" e"ndrlrM w-I/!• leM rnMn N W tnee b ererte4ale h40 ed r r wd .e9e; a• Mr^t dd . 4000 yd re 7rrdreeo• Pm a 4900 )d ra I,a4 - 3000 W ri reaN•n 3 bJ eNrroyefe 9D JO la) Ib rdwk, eedao N bim ledge4 b altdr "eereW eab aMf n•e eee4p N Necs gi1M in eaMrse A) AS1Y C-1Y9 yperee gaSA. rarad. am eW a1N9r Atr fb MTem K1 da m rdn . 190D pet rtWASW Aa15 eo o 14) uebb * W* Iedere bddow•Ur dc4dM/M b49elYleo9 lb bb,b9 MAANpr Asal A416 Gb 270 bn rwuww 9 Im U r S a oVo Apow aWLLW boo 4OW Wd"d W S IA W. a &dlowweMA1aeWboo2) Nub brdWebeMrv"T 4 bd, rw bd buff 1JitOL6 Sr. d h fWd to" uiY2 irg0"dib IMwbee e iYM IS) Fw me* ullb Wd 4dyAe eel uerr. w We bd bam rs t Yur YqN eleen 16) q bdd bnlW W deer, M ub but bm A WVd WO mer4 3) redb be " lar bd of Mee hhh 17) SW beds e" agedmrne/ 4s db Met 4) sae 40 rI.df healbMkdea W MwwurArdrliu Ir 10) S•b be0r bad w "Geed oWp wfa le, Ad 370 9d ICI 3N Ia> ,W r/ ISi r"W 41332 1 177M)t .", p5947T 09 10) rAiff.WWe e 7 eee bebtiaslbbbq' nu h 1•,M e"reed rdtare7 toga 9r+10obbeUrGd. Se4 A. M-9 SJ A7 5deb mod r oactt/_ _1/350 edbefor. wa vldd'des'eblrto" b-r wlmpr reula V.: rn s OWWWXW eaefuq W Rwwo W's 5) U." MW Odds a rew-& 7W 7) an 11 reW mo7 bo 4W161de4 1v be Fs "brt 9) I'm > W dmwA d Wreel eW* reb Ua rtal'ledard mft f) eT"dw`. nq " nrqem vnbeb``+r ae "od d eow branWee IreN rq.1. It) ok " Ad add 11) Mllw ON odkl robe W b WM:4 d W b*- N W idd M*. 1/2' CLR TYPE SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 40ax 4 II• am SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH a9Fe-n a9Fe- 21 e11f10-IT W10-21OW14- 219ene- OW14- 1 IRF19-I 022-11 MMZ-21eRF20-27m1F39- ea779- 11 mIFl9-n 4'-1`• (52 PRECAST 906 Im 2m 305f 3751 4445 5140 905 IUD I= Wss 3731 4445 3140 4'-6` (547 PRECAST op1604 2272 2939 3607 4275 49A e57 Im 2272 2939 3607 4273 4943 5'-6` (681 PRECAST 87$ 12 1797 2325 2054o 3352 3911 075 1209 1707 23n 2854 aut 3911 5'-IO'(7D) PRECAST ms 17071. 1749R U59, 2773o 3786 m 2769 6% I?M 1743 2259 2773 32150 2799 6'-8` (an PRECAST 570 979 1530 19a0 , 2429 97- 33291. 570 10110 1530 1900 2429 299 3329 y_6, t 7 30 74: r 1354 1765 21 2567 295e sm e9e 1364 IRS 21" 2557 296e 9'-8" (11B1 PRECAST a 46e ee4 1222 WO 1aS9 2180 J95 SID 1072 13ee I701 201f W) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REM SEE GENERAL NOTE NO. 4 MZ amam TYPE DESIGNATION r F " INLO IODI GDN / ffv ofIV : Wa111L0 AT lt con 8F16- 1B/ IT 11011YIA 14D91J I L ouwm o NO1maL NOL10 J Is K" Ai 107 SEE SAFE LAIFJGI LOAD SABLES FOR LOAD RA71NCZ NF28 FOR EACH AOOIIIDWL REINFORCED CHAT (RC1a3) FULL COURSE IROOIICTReNvwFD is REBAR B,R" ae`mureslmtae 0 a DR60 tO Tdeto 140[(a 1Z. IOL (1) IWO aw J' • i ,' • Cat% i' c2ou1 IS IM Al IID11M or A CAM U0® T10Y 4ea) epaleS I' mm XEb7pICCG WADFD N Waft rR731) lAcrllnvlstal o.Ab - uetded,,,00% Will; ohs lRv)de Ator•lente li./4- . 4Z 1 O lmlloe Wb 6324CR5790 el6 i'LiOi:.:••' ec1G.4 SEFFNER.F133504 na.m nrrT:9: r Ir' v,ir])Y FABRICATIONDETAILS ca (;1l701Q11 1. 71iG1Qitr1=v4 LINTEL rarvI'rrd:ry o ,.,., Td AVII-T:ll Tr I;T:V.!>a:rlsa lisrirr3: - -- - - -- - 1 i ctia:l> f:I:1 aYll lel: rTirrr rf M IAM 1•DADE 511ANIF-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11.805 SW 26 Street, Room 208 BOARD AND CODE ADMIMSTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) mymmiamidade.aov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In'Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the tight to revoke this acceptance, if it is deterinined 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 DOCUME, NT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet t of 1, prepared by Craig Parriuo, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 20 (4, all signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a peruianent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed in advertising literature.. Wany portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the•manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, Y.E., M.S. NOA No. 14-0903.03 MIAMIDADECOUNTY ei'j I "L""` Expiration Date: 09/11/2018 i Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVLDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1103-0605.04 A. DRAWINGS 1. Drawing Aro. FD4612, tilled "Precast and Prestressed Lintel Details". sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drenving No. LT4612, tilled Cast -Crete I ", 6" & 12" Lintel Safe Load Tablas'; sheets I through 3 of 3, prepared 41, Craig Parrino, P.E., dated Alarch 24, 2003, last revision #1 dated April 28, 2003 both drawings .signed and sealed b>> Craig Parrino, P. E. B. TESTS 1. Test report on flemwal testing on 4 ", 6" & 12 " Precast Concrete Lnrtels Filled and Unfilled Models, local of (13) concrete lintel specimens, per ASTAI E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Namon, AE. C. CALCULATIONS 1. Calculations, for Cast -Crete Lintels, dated 05129103, 207 pages, prepared 61, Craig Parrino, P.E., signed and sealed by Craig Parrino. P.E. 2, Calculations for Cast -Crete Lintels, dated 05129103. 140 pages, prepared big Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qtalh), System Manual for Cast -Crete Alachirre Alade Precast Lintels revised on , dqv 1, 2002. 2. Cast -Crete Qtalill, System Marntal for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving Aro. FD4612, tilled "Precast and Prestressed Lintel Details", sheet prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated Alarch 24, 2003, last revision dated rvAn-ch ! 1, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Count), Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. Alone. HWMy A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Iuc. 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 1 Uf 1, prepared by Craig Parrino, P.E., dated rldarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" d 12" Lintel Sufe Load Tables", sheets 1 through 3 0l'3, prepared by Craig Parrino, P.E., dated rvlareh 24, 2003, last revision dated i1arch l 1, 2008, all signed and sealed by Craig Parrino, P.E., on allarch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By rbliami-Dade County Department of Pernrirting, Environment. and Regulalmy .4ffairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter ft-onr Cast -Crete Corporation, dated Februa y 03, 2012, signed and .sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Coda, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. By A4iand-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. i I r IJW11p A. Malcar, P.E., N.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details'; sheet I of 1, prepared by Craig Parrino, AR, dated !March 24, 2003 and Drawing Alb. LT,1612, titled "Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables'; sheets 1 through 3 oj3, 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 Attgust 19, 2014. B. TESTS 1. Alone. 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 yy Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Miami -Dade Couuh, Department ojRegulatory rnrd Econontic Resources (RF,R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated ifugust 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Hel .Maim-, P.E., M.S. Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-3 s7'- RETE HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYVfS•a' TYPE •ARTY IGc .. TOP STEEL 4" SOLID LINTEL nATA TABLE tfC51 Ell2lli:! !1 fiU121LAS i6fvr tr1 t , rI tt3Q'+, a[OltL;L'J iS1i QCSiI Q Si 6" PRECAST U—LINTEL DATA TABLE m®I[Si Vb^l®CJL1O a1e ocar al: rS?7 aua r:a.fsr.rrJarrv va mc[ r2 a.ffLI clCsr I/cR2lcnla r9lJ Oo r! 6 re N rse'armrmna cra o rsrssarr aist.m, lraivnnlmra r a resa 7iSST• r e. i N ,, lraivnlmnr r2.7O ras+rrr s vr$r u! r z• rz rxavrxsrtrrTrru.ur:.rrr$rvr era rr rnayvrnrrnru Tirata rt•ar oirrrvraasnrri:.r rrsev rluL:, rr$ara:a n, rnesJ!® I' N I' Iri vmw::rr>ara90 Bcv rarTn crr r u:s::.r mar u.u::! arr ocy o rr:eu csi; r rT.*r^, n1a5r t II mtid'ai oalo val ruav va var ti=v va Rpm, 01A 12' PRECAST U-LINTEL DATA TABLE FT.a a i0® flJ. 7[361m1[O pei m arts. J1"Vhffrta::f pmr! vt!-[ n T r }c a ma o anr r.,N afl r u f Graea vs:su tn ma oesar Q al_a c Tnr, oc via ^_l ama crir o wu"r9fra sll>I.k N^lnatrrvtlL r,+ av r-rsarrnvtaru:ar.rvc r o ltararlr[Tarr.,lrta.u^rrmtartuL:nc'[c,o rravnmlr art tss rtIr" rites stlM r eau .! cFn rr re, e,f vsir tom r ta.r! ! N a zr r rtry r', rr rFiaHf7R51ZILM F,fntmart._""IDCi ici.t oc10 r trFlIILltt]rrla'; ulr1FF3CSiOCL1tt1 zucrw Kxnm KL;mrf.TN!II QGrf21 rEQ3C r QL' JfISar r CAO IrsraaKE4:w F"7lLf r 1111_.i LLI" I ,^. fir• r:n,•.mwNfa yravn. 17ihll'I 1'I, fjl Nut u:rrr.N ru ,fa•cI Ky 6eniml 9u1 QlPjl6II3if1IIL1 O KJ" E7Q11 [_® mum FLA---.I OBI vI.fL^7 o"ll rO 1C1e ira ar C4lart.L" JIY'vLt1L' IL .NSMMEJEN mKM a1C'rrS;,rt. rll2rt/t!L"Jua r nO LiC•L fllCla 12Y Fr'S1.01 n f it?•i IJISI 111—W rwu t<t• fIII.LcsTvrdO :a Aar • m nt::m,i r7ry r< rra+lua r4='+'r`I.I. rrmresstaacvo GMZ- no rta" A r WO "00 a notrto roe rto Mn A"MAL R n rNOucto A OWUMR UNIX AM CANNOT It WRO& "O all MMMMO IDMIR'Mt' MR .AMtM COKSINt CAA-CWt IQ/. M4 I. tDdWgM AMU T/JI W AM Atln At. r.. "O AS "It • M.I.O Z"4 . I A.O It NftM RA " fM W . 1MfY" " "Im Yr L NM OUR IIU AW A M 0 UM "MOO A" CM RO SUM" A. C C"R tf*"O r.. ft f t in — I MO AND It we a* elcm DO Of mr Am"go am tat D=m -.O." t"GfI rant: f.. M" m IOI . Mta "Atli tlW.f ... 01h tot Mt"WA rue fA"CA1MM MO"L IWO M M& ftLL >, AOI CO IAM M MI. to OR1rt. RIM aRA I eI.t fluM m c" 1 I ANIf It " MAtlt "IRA, M.t"a IRA. fOOL G`` C E N • .0. 0{fPO11Cr Hh` .iJa 1.4 at mNorrlNt . S T / QQQF II O R 1 /p' CRAIG 624 CR PARRINO t tl PRECAST AND PRESTRESSED LINTEL DETAILS GENERA NOTES 1) WAWIc re r need rnm . 300o pd ro r R IY m t iNd f070 pfeqna . 700D p0 p mm:FA J M 0ggr.9eNtan.nk arto!0Y u:W (CY1 ep _r CIO U wion nd na c.nprww..4er 10: 190D rd r.0er pn AStY p15 God. 00 mMr P.. AS111 C270 Vpe Y a S 2) A0 sdo bW bba baW w miyyr0urn 4 bdh .gild b.crYq LAns.9a wa1 O ieAcMtr iSi Y9bburl" W gAl bb Im Wan 1 1/2 bdr.. 3) IN. Id mwW bell eW hod )d:b. 4) W'itdrN4f0eIn 000pm abb,bbsaa ew petmWtA FeWod on fw ESQ i/ 14x'Iredw6c. 0 1428 (.10)1220 p1142019 S) p 9Ndo mal r .wed Ji0 4oll't I2tS3106 necb rmod V110 d ;,,; b" W.o Is erib/ b ned!•n1 mntho % H - SM19 CWo Stw.e 160111 a oppOn6la 0) Shom MW inkb a ro wat 7) 4' =0 Nob b be bWdlW / 4. 4lsabn M6Wd 0W r f r.'" w.6tel. 1)Ndq b9on/etladmnl tl r•m mud M"b lb Uu rdilrblden0/r wucw.l bct 01, Ir4 of swpe:L 10) NJL . w R41od 11) adt m ANY odor "be/ to N bab4 a the Wkm a W Enw mdly. TYPr DrSlrNAnoN f1m0Mp1w titliraameu 12 16-2B/2T Lmo rwp KNM no w taw 4®.• M r loos Wa 1%.•'}.:7:: Odd Yx 1011r le: elb r wwone) 1m nr r loomto 1 0 ACiWL m0un0p Um NW94 um 12) r a 1z'.b ueteb r. "e WoWW db s-1/Y bnq rkh, a 1n..W, btw4edtAk41td ..htl•ebq oW glwfn0. 13) Th. =Wig orb4o 0 on" a sbtee .per b amd orbdwbsls9e4a abAr eone.a mef•nry •o0s .N• hor. 5e0AfAtlNoCi-d0 a oDin •iwuM.An e oaN4 14) U". %wo .i•"SSKeI•y .2b wJ6c (-bdnq .tal:i1 . 1 i mywrrcbW,*_W MdcW Ir km mW 6pprsd wa'osl bW A" W b &WO b00 1 Sol. waitd bW + SA 1•rludel bed S A 15) rr a mpww •dol boob eel d•.. m 04 bW b- o A Ills ho4m $be- 16) fo. Wil WqW net th0.% tm. od. bW bun and Mpd k.0 ob- 17) Sdo bob .m .upnW*nw 0b.o14 bra 11) W. bob b" o. mUma 6*0 4,d b pm. AD %X end AD 310. 19) Ad66one1 bm41 Fod t.pr y tm M .bfobrd N ego Mann 7 I°Pv 4 d dotal a on.b m sor/ unL (9CIOQ . 9r inbt 54. tLbb bd r. rm=t500p%i 1. SEE SAFE WERAL LOAD TABLES FOR LDAD RATING FOR EACH ADDR10H41 FULLREINFCOURSE U ( ) r. 1) J5 REBAR FOR 6' MU 1/ 2' ClR 17P J2) 15 REBAR FOR 12' LDRELS CR40 or CM SAFE LOADS FOR 4" SOLID LINTELS 411i - 4^4 11 GRAVITY LENGTH TYPE 4S8 X- 6' (421 PRECAST 1180 4'- 0- (451 PRECAST 959 4'- 6' (541 PRECAST 789 5'- 10'(70j PRECAST 460 6'- 6- (7n PRECAST 360 7'- e (901 PRECAST 260 9'- e (112-) PRECAST 156 10'- 6'(1261 PRECAST 116 12U8 4Cwsr4444f4111 UPLIFT LATERAL LENGTH TYPE 4S8 4S8 3'- 6' (421 PRECAST 687 371 4'- 0' (481 PRECAST 597 320 4'- 6' (541 PRECAST 529 256 5'- 10'(70-) PRECAST 407 148 6'- 6- (78) PRECAST 366 118 7'- 6- (901 PRECAST 280 87 9'- 4- (1127 PRECAST 187 55 10'- 6'(1261 PRECAST 152 43 12F8 12F12 12F16 KA l' ti l w . 6U8 6FB 6F12 6F16 • • "". 6•••, 4S8 '• :: ;` 1 1 >= '•., • ,• • • • • . • OF 12F28 121`24 12F20 Z FRODIFCI'tDlVIS1iD y3. / 5; ii: >>T T ' 7>; YW 0np `uDla'dd' oN Flwpda 0' _ % • CRAIG PARRINOIJnu n Ge-!¢o C ' 01 6F32 6F28 6F24 6F20S^ R QP' •6 bC 4amo4d YJid, ON/4l ';. SSE E4FURC p a 0a l'anb: me. e1R or b — CAST— CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES M+ a ... .... IIU: IWIL• 905915-N OU11Y Ir Alkll AM" 1WL• x.13. t 25- 3/24/61 awto K: CtNo At10110, 1. - ItO. 1A. 4/7% mAAbw:a U4612 SKU I or 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS 4mr-00 w SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH WS 6FO-10 GF12-10 6FIO-1e MO-18 6F24-19 6F28-te 6F32-te 3'-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (461 PRECAST 2025 2313 3892 5050 6148 7227 6297 9357 4'-6' (541 PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 S'-10'(7Oj PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6- (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6- (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 61 9'-4' (1121 PRECAST 584 660 1056 1523 2064 2795 37SI 5017 10'-6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 PRECAST 457 513 805 1133 1507 1952 2492 12'-O'(144j PRECAST 425 477 744 1042 1377 1769 2238 r374711'-4-(136') IT-4'(160j PRECAST 373 417 646 895 1170 1485 1852 14'-0'(1681 PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4'(206j PRECAST N.R 299 455 1 620 794 985 I198 1437 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRACE 40 FIELD ADDED RERAR. SEE GENERA NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 or SAFE LATERAL LOADS CAR A-ORECIST IIdINTriS C„„„r SAFE LOAD PLF LENGTH TMPE 6U8 6F8 RCMU Y-6- (421 PRECAST 587 1055 596 4'-0' (481 PRECAST 487 787t444'-6' 54j PRECAST 416 6095'-10'(70j PRECAST 300 3506'-6- 78j PRECAST 263 498 1'-6- (90j PRECAST 222 367 116 9'-4- (112-) PRECAST 173 352 74 10'-S'(126-) PRECAST 151 276 58 IV-4-(136-) PRECAST 139 311 49 12'-0-(1441 PRECAST 131 277 44 IS-4'(160j PRECAST 117 223 35 14--0-(168) PRECAST 1I1 T02 32 17'-4'(208') PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6- PRECAST U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 6F8-11 6F12-11 6F16-11 6F20-11 61`24-1T 6F28-IT 6F32-IT S-6- (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (48-) PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6- (541 PRECAST 1093 1592 2084 2577 3069 3562 4055 5'-10'(701 PRECAST 831 1222 16W 1079 2357 2736 3114 6'-6' (781 PRECAST 723 1097 1437 1777 2117 2457 2797 Y-6- (901 PRECAST 648 863114 1249J 1544. 1840w 2135 2431 9'-4- (1121 PRECAST 575 57114 980 1252 1492 1732 1972 10'-6'(1261 PRECAST 514 4621a 787 1121M5119 766 II'-4'(13B') PRECAST 474 404 cm 685 98564512'-O'(144j PRECAST 454 367 I 819 888150613'-4-(160-) PRECAST 402 308 516 736124714'-O'(168j PRECAST 368285475 6771145fi-4'(208j PRECAST 253 208 338 476803 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRACE 40 FIELD ADDED REBAR SEE GENERA NOTE NO. 4 R IrDr.\CRAIGPARRINO r`70NA1.E SEFFNEAFL3M w„u R. P.E. UC. N0.407A d cpm R1lVlySp 11WIdGy CW. 44, II4 Florid. Aeft VLPiI x.o oT.o7 Mt Co'_ nmCAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD T SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4 Mv_4~" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12U8 IM21 12F12-20 IVIO-20 IV20-n 12174-28 IrA-26 12T32-29 S-6- (42) PRECAST 3429 5000 5838 7619 9352 11060 12755 14438 4'-0' (481 PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (54) PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 V-10'(70) PRECAST 1612 2320 3218 5234 8487 11060 12755 14431(, 6'-6' (78) PRECAST 1383 1986 2679 4196 6421 IOD32 12755 144 7'-6' (90) PRECAST 1138 1628 2131 3219 4676 6756 9763 1352§ 9'-4- (112) PRECAST 795 1216 1535 2230 3083 4167 5593 7552 10'-6-(126) PRECAST 614 1043 1295 1853 2516 3323 4334 5632 I1'-4-(136') PRECAST 518 945 1162 1649 2216 2093 3719 474 12'-0-(144-) PRECAST 456 878 1073 1513 2020 2617 3333 4 005 13'-4-(1601 PRECAST 359 767 1709 2188 2743 3409, 14'-O'(168) PRECAST 321 720 204 1554 2017 2451 310617'-4'(208') PRECAST N.R. 4511,881049261294 1141, 14280 175D, 21 2219'-4'(232) PRECAST N.R. 343 700 925 1152 1380 1609 C"tea-Vam/^M SAFE LOAD PLF LENGTH TYPE 12U8 12FO RCMU Y-6' (42) PRECAST 1295 4841 393 4'-0' (4n PRECAST 1295 4841 299 4'-6' (54) PRECAST 1049 3922 2417 5'-10-(70) PRECAST 681 2547 155 6'-6- (78) PRECAST 579 2167 123400 7'-6' (90) PRECAST 474 1771 914' 9'-4' (112) PRECAST 355 1326 58 AW-6'(126) PRECAST 306 1143 45400 11'-4-(1361 PRECAST 278 1041 38 12'-0-(1441 PRECAST 260 971 34 IS-4'(1601 PRECAST 229 857 278 14'-O'(1681 PRECAST 216 809 251 17'-4' (208) PRESTRESSED N.R. 633,, 16 4 19'-4'(232) PRESTRESSED N.R. 34 130 1) 1NE MMII5 20 MENMESS ARE OIC00 RM=M'S FOR xc YCncm I VIC Io OM 40 FW Aom RE94R sa CEMYA MM NM 4 SAFE LATERAL LOADS FOR SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS 12- PRMART.12-RECESS ODOR DAINTELS 14Mw-4~M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12R116 I2/76-2112NW 1881a 12A11M 128ftt- 12U26- IM30-if 4'-4- (52) PRECAST 25M 2942 5468 7584 9640 111669 13679 5679 4'-6- (54') PRECAST 2319 2740 5458 7584 9640 11669 13679 15679 V-8- (687 PRECAST 1347 1841 3555 6395 9640 11669 13679 156 5'-IO'(70) PRECAST 1259 1758 3361 5954 SM 11669 13679 155 6'-B' (60) PRECAST 924 143D 2633 4415 6884 10354,1257 IMM( Y-6' (90) PRECAST 703 I 1203 12157 13494 5259 7922 9623 113 9'-8- (1111) PRECAST 3B9 1 543 1 14514 2157 13203 4 44270 5417 6360 C SAFE LOAD PLF LENGTH TYPE 12RU 12RF6 RCMU 4'-4' (52) PRECAST 1295 3692 258; 4'-r. (54) PRECAST 1213 3458 2417 5'-8' (68) PRECAST 784 2236 165CW 5'-10'(70) PRECAST 747 2129 155 6'-8' (80) PRECAST 602 1716 117 T-8' (90) PRECAST 504 1 1438 9140. 9'-8' (I IS') PRECAST 1 355 11011 SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS CAlAGMfr SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH ___TYPE 121/-1I 12711-1T 12T16-2T IIF20-21 12F21-1T 12)28-2f 12g2-27 S-6- (42) PRECAST 2752 4267 5613 6938 8264 9589 10915 4'-0' (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (54) PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(70) PRECAST 1623 2527 3310 4092 4875 5656 6441 6'-6' (78) PRECAST 1444 12269.. 2972 19 3675 4378 5081 5784 7'-6- (90) PRECAST 126711A 1767 25 3194 3805 4417 5028 9'-4- (112) PRECAST 1028 1171 2006 2590 3087 3583 4079 10'-6'(126) PRECAST 920,4 947 1612 2281 2764 M9,4 3653 11'-4-(136) PRECAST 858 529 14040 19B2 2441 2902 3364 12'-0*(1441 PRECAST 814 753j 12690 1788 220IJ 2618 3032 IS-4-(160') PRECAST 678 633 1057 1485 1826 2169 2513 14'-O'(168) PRECAST 622 55600) 974 1365 1679 1993 2309 17'-4'(201) PRECAST 434 427 695 964 1182 1402 1623 19'-4'(232) PRECAST 368 370 593 817 0 1002 1187 13720 U) 0% MINIM IN PNWM55 ME "JEW IdXWUMIS FOR G ADE W FIEW ADM KIM. SEE MIX NDIE Im 4 SAFE UPLIFT LOADS FOR 1Y' PRECAST w/ 2" RECESS DOOR U-LINTELS 4Ron1e— SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE IZVI-21 121T10- IZU14- 12RTI8- 121622-2 INW- 12RT30-2 4'-4- (52) PRECAST 1626 2685 3746 4806 5867 6926 7989 4'-6' (54) PRECAST 1558 2582 3602 4623 5643 6664 7684 5'-8' (68) PRECAST 1210 2042 2850 3658 4466 5273 6081 5'-10-(7C) PRECAST 1173 1984 2769 3553 43M 5123 5908 6'-8' (BD) PRECAST 10201 1538 2426 3114 3802 4489 5177 7'-6' (90) PRECAST 9D4 1226 2163 2776 3390 40D3 4617 116) PRECAST 7030 771 1472 2181 2663 3145 3628 1) TIE MOM N ARENDF[SS ARE ERCEM RUMS EDR acc YEML/ TWIG so . ... wwwts IN AREwmw AK PEICTNt R[WCRIDIS FoxWAKa ENS' G40FIELDAMIDREBYASEE6(MM ILDIE ND. 4 .• • 40 FIDD ADDED KAM. SEE CEMRFI NOTE NA 4 1447 IRODucr umseO din,,;Holt Willi11w 11"Ii.b E FT JJ c l)- 1 • - CRA10 0 v'(`'•( Aarplano%' j'-/ o/e 8 CR 679R1dP;'': 6S24CA579 rS lMLM,Oud4 uet v-`— C: SEff14ER.A 33580444;O....0` SEE GENERAL NOTES - SHEET 1 OF 3 Ft. PF-1130MD.M7gR CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLESI ni M IAM I•DADE MIAMI-DADE COUNTY i PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations goveming'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). . This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. [f 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 l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur*after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sates, advertising or any other put -poses shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause .for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA N 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 reviowed by H luny A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMMADE COUNTY Expiration Date: 05/21/2017 Approval Date: 04/28/2016 6 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet 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 ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Ham on, P.E. C, CALCULATIONS 1. Calculations for Cast -Crete 8-incb Lintels, dated 06106196. 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. 2. 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 #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report 984-M19614 dated 02/29/96 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated 01/28/96 for 94 rebar by Birmingham Steel Co p. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84 M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report 484-M21208 dated 04/21/96for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for 05 rebar by Birmingham Steel Corp. Fl#ny'A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196 for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manualfor Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details"' sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LTB, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-S29-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and seated 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 Manualfor Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21t2017 Approval Date: 04/28/2016 E- 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. HgfY4 A. Makar, Y.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, tilled "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 Corporation, dated 0210312012, signed and sealed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 AST RETE HIGH STRENGTH PRECAST AND sell 4lPRESTRESSEDCONCRETELINTELS r" t PRODUCT RI:NCWPA ra AaRN71N IAlh w flNba 0uildlO8 Cale ti DK. n 8^v^a, In l CaRtIW p• ffteAn W1 2' Rt=s bear O-AMft a• Mfe.T 1.-r ICL e• Nrsillf. ..-Uwm t J8MAR" STIRRUP DETAILS Lla• KIJ. 8" PR Ile TIY32'/ 8A RRUPS TYPE "A' STIRRUPS '1 A+ n I I 8 UNTEEL STIRRUP DETAILS I iCcz- r e PR[GA T W/ 2• R[C[SS DOOR U-IlMTC1 MA SN L CTUC L SPA&o low" A - o. 3A M2 3 A -t o - a 15-4 o.I to Oa7 16- A 6 X-2'S 17 -A 0.56 39 7 3 T 32 lAR 17 -2 4 0 3 -a a 1 -A a 3 t -s to -2 4 6 4*-*" a 21'-A• 6.144 121 7 i OAR 14-o 7/32 "A 21•-e a • 3'-6 3/0 10 2r-0• 0.200 All I- 7/31 uR It"IV a o S-to 3/ 10 0.20 en 1e _ 7/32 sm 23 -10' a o a -3 1/a• 1 10 Yi•71 R;!Fmt\Y:Y(1i.,tWe11-ia'''Cti1 Lf.I O: i-r• t E5t9f1 CSi FiQSi1lZ 7 L f ZI iL'1T.rr,..F7 ca m i[7, 40 G'Y OmiES lOGl1 LJ Il.>1S1:3RIi'`! VtYs:.S:! at! It=.RI jmr salraarss tiiatcatsl:aeV nrs uL3oc vn s;ar rum eats rr 6avirm o Q•L Ja EZ'Ait1• 1EffC f-i a>•i'I.RLt;W I IiJA 1!1.'LllJ YiSfY.•1 O IZZI \ Otf 1J• F7Rfl®rya®r.lo iGli alilp Li 1!!et n;1 C1 Q n r omav®affTia ao a®ER!Tf® SiPF 11f5 S E>m R•Sr. rl JG•Tl®r2 SiLl l3®f i"J 0 IiC 10 1F31vT S1iT Sif[O F]Si dLfm<ttl•rFT.CIQ y IFIII 1lOaH!]L1 rffi QIT=i r)ii FF ITSC i F3C ii tR6 MOPRRUn ownMAIlOa I3 PRMCD 6" IIMNICI MMOWAC U 0 IO:ICO ar COPMICar Um AMC WIM Q *Etft= CtO 04 oOtRlWlto ZRouf INC I MOU41 COM NI OF CAST-CQit USA Or- vrij i:ri ritD7 •r, lit 1. m W WjW'SICCL, 7/n to ASIW AUN " IV a. MCI IRa HIM a0aan ar a11RROM Aao is R1om COAL ao A3ty Aa14 7/14 =a WUCt IMtj tOM-CCLAILUM ntRICSUR7 RCOWta O COOa1n 1IAR104 MOW CA:a Ma of INC RCWfOMM CA04 FOR CCAbtt f. awcutc sl averms. r.. rdao HI FOR d• Ra O/ f . w TRW INC REINFORCINGCCG MOM ram11UAN/S Mtltatsuo uplCul r.. 40011 Ml roR Au rescAtr a RIe31 IORua. raa (ACM be a. SA mall W IOL11awnaat flan\ ICa A aa1Nl fattllaa fora . Wea fr. Cu.Tb. at WaGnc WAY K u30 SI UCU K mmetsum LW1u ato mxcbm OAOf A. nRIRW n O MWORRIED to oriel urtm AIM NU OUN6 roan. FIV 4 PRODUCT R3vILN DandIldndlyira,.Imwl7ww3 laaconeCRAIG Ateeprroe No/ , 03.01. W24 24CR579Dy Mt u fI wu s •. • . SEFFNER FL 715&1 NG•FL. P.E.I. C. NO 4,1750 mm CAST-CRETE 8" LINTEL FABRICATION DETAILS AAFF aa0.1FITY LOADS FOR 8" PRECAST wl 2" RECESS DOUR U-LINTELS C-21+41" SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8RU6 6AR-90 8AF'1 8Ri14-00 N618r Wn-06 em7e-ae 30-oe eRrc l9 salo le w14-ro erru-l9 wn-l9 elv2e-m wlo-l9 4'-1-S ( PRECAST 1835 1749 33% 3280 4340 5421 4493 75V jail 3D! S1o6 063f 60f0 94n 10ai3 4 '-0' S4 PRECAST 1194 Me 3063 2993 6 06 124 6904 1750 3699 52D 68A 8060 9479 10693 5'-8- (68 PRECAST 866 m1710 1716 2271 28M 3402 39511 1187 2461 456? 6389 1060m 71117ra 9311 5'-10'(70 PRECAST 810 6S9 ISM 1600 2124 2649 3174JIM1113230424260160607402 6 -B' (807 PRECAST 797 901 1825 3120 SM6 7747 6448 101 1625 3120 600 7015 0472 7'-6" (907 PRECAST 669 m 1490 2450 37n 5743 trig SS 1420 24M 3778 5743 8 1167 PRECAST toll 466 999 t588 2233 3129 4091 626 919 lai8 2231 3122 4160 SAFE LATERAL LOADBFOR A" oavnAQTmr f-- OPCFQQ flMR M1.1 imTFL4 4asrCwm SAFE LOAD PLF LENGTH TYPE BRU6 8RF6 RCMU 4'-4' (521 PRECAST 758 1 757 1164 4--6- (541 PRECAST 694 693 1073 5'-8- (On PRECAST 408 407 655 V-10-(70-) PRECAST 382 381 616 6-8- (80-) PRLCAST 595 788 464 7'-8' (901 PRECAST 509 67463 9'-8. (1161 PRECAST 370 490 1) THE UMBER ARE 0 REDUCTIONS FOR CRADE 40 • SEE GENERAL NOTE 18 FIELD RI NAR SEE CFIS PIERCEOTE l CENERAL NOTE III) LM* .. mwdalwl WA 3-I/1' WI MdM d ft M& b .a.e.d.b 8'I W `"M•dej iA6 yiiOiM• ra P pa[ad rwl . 4000 041 to predt.a.4 6.141 - Mpm0 pol / 8 yq1 13) l6. MW YAep M ie1d11m1oW Y War awcb mM ow M eM 1.. raie 3m0 . ew q d .tom .Ni..: scwM.n .2 AlIY Wtf a .Or iMow w a1. aN) Mr AqM 690 .71 m4Ylrm MI as cxwmim 4 - IW0 l a 14) UAW WIN iaOw.dl tM v.dled 9aA,r M mlll aI M6NNa1 lc0 Rbw W mm A/1! N. d..Y ds41oM w Ua lca6.P 16. rofaide0M .6f pWtaiaO tolled AS91 M14 1Y.0. 230 W Rt4atb. 1 QM 1. M ! Iprtl W1 Sp;rN Mb.dd MIR.d.r P•1 r .aid W4 "OA 1440 $d. 1e I I I bN2) Al W. WA Was bowl M of ovarm 4 Tan MM4d bWk4. f afn Wold W PA 0. 15) rat m eYb bld howls ml 10..4 m "to bid ban M low laved YwndotppG0mi r•M 16) far d WyOa wl .n.aQ al. aw Iw1 Iwm Md Mg.0 Yyn Mn. Cold 3) FtWb M malt 6.6 rr hbW led. 17) 1.b Awl..1. wwap.W dw416 lwd. 4) Tw a Iw b p.A tA.r.Ndod4. Vic pm" m6d .. towIO) JSobb.a. bwwl w r.0.s1 4all. andli. pr M SW w A01 3l1yc. too no Nww Land, r-C Wtd N52-l9 yyyy rag, bee - 6473 C4 11) A"r-d ldad 1w1 4.P. QJ 4a bw mldd 1. ti Myr a y ena6M aWed15SRadOM0647! ) . 6391 p1 riN.rud aavtd. muaaY w9. av aew. U. Mld. Sw NW blow: r- 5)16 idW meA or voct U3W hoa9n 3at0O7S Paebw4 90a y. U8 IT-1' ad a wovib V160 trJlectIoL Um ist odefim 1 A m 11M4Pa1 1b. FWAG &MIcoft6) SM4 r1Ye OMIb O 140amd. 7) On 17 r.14r m./ be 'A" ON Im J5 ROaa 0) ww a dneO dmrmrd most cw* dib Or aW14WR1 1) too dwome .9 ad.d. w.eawbw bN. I— m..d. low Wma by color q Oe aadsm Ia4Ua1 tlwe ad flow d 4-a" kw ON I— d .."'L Iq MA . Rd 1dd 11) S Mm 8.Y 4dMi 1.1w to a bald d Oo b#t4m .1 10. told 4641. 1/2' CLR r SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS Cics,r-Caatn SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH 6RF10-1 98fl0-V W14-11 8NI4-219nr1e-21 MFIS-n Wn-Il rllF'32-71 9RF7c-I 61a26-n W30-11 SWO- 214'-4- 52' PRECASTI"ll 2362 3058 37S1 444S 5140 16D 2382 3038 3751 4445 5140 1'-6' (54-) PRCCAST 1604 2272 2939 3W7 4275 4943 16M 1212 2!» 3607 tons 49U5'-8" 80% PRECAST 1269 tri) ts28 MS4 37ai 39t1 12D 1797 rin 2854 3192 3911 5'-10-(701 PRECAST I'm", 1207 174 12M 2173 32ai 2101 1233 1746 2259 2723 32K 2799 6'-8" (807 PRECAST 29 ISM 1980. 2429 2812 3329 Imo 1530 1980 2429 2870 3322 1'-6" (90') PRECAST742 U61 1715 21c62l67 2f68 898 1364 1765 2166 2507 215f 9'-8- (116-) PRECAST408 861 12 2 1510 t05S 2180 560 1077 1386 1701 2018 I rill 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 nmo ADDED REBAR SEE GENERAL NOTE 110. 4 TYPE DESIGNATION E!1$ Bffl 8Ft 2 9E1St r - Mato llml cf014 / u - I nkm 1 NMI orLwo. c"mFa91161rOF651M6vAt m Y 8F16-1B/IT IIOIfML 619MJ I Ywfut "Iff J moreAr for' SEE SAFE WERFL LOAD 1A8= FOR I= NNINO FOR EACH A00rOM WnRCEO CM MAO CJPULLCOURSEPR0Dijcrpj3wawED aw awaPlrlts.-vh dla Florida - 15 REBAR 0 76iy Cad1 10 w am d4a-9-!aa Na [b o/ 2(- oj: 7F I LW ' G/ cRoul FS low Ar Boom PR000crILRYISrou0.44 n ramplyf-S l4ilh the nwil. Ualdin8 Cola QF G L s . CRAIO PARRNO y$'[ 4l6g-P. •. R•' G O SEFFNER.FL 33584 ' ebwareA"' ri aira'rri;.rri r=IIrri vi / Ca:cnt ilQlirflrtlL9C1 LIt YaT•YLrFABRICATIONDETAILS nf(a:lr.l :ia,r;la'iryru: rn T. . :•„ ''- 'f;°IlrQ ® - I.raJler:fi;7.l:il'l G1: [iliZr(tl: A" CITY OF SANFORD r. BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S J / Q' Job Address: 3\] 1- ) n !'1'm \ ( Parcel ID: Historic District: Yes No Type of Work: NeAddition Alteraton Repair Residential Commercial w Demo Change of Use Move El of Work: 1 r Plan Review Contact Person: Phone: Fax: Email: Title: Property Owner Information / II Name rl (Zj(nPhone: u ' lUt 1 - 3 00 Street: 1/ ) aResident of property?: o City, State Zip: n U I 3 27 Lkp Name - Contractor Information f Phone: Street: LJ .L SS'1 , '] I \,, Fax. City, State Zip: l' . c 1 3a7 g, State License No.: Architect/Engineer Information Name: Street: Phone: 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 YOUR PAYING TWICE FORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITHYOURLENDERORANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. Application ishereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior totheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical Bork, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i° Edition (2014) Florida Building Code Revised: June 30, 2013 Permit Application 1 1 OTICE: 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. 0 4ER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work willbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID MIIOIIAS'.nt Date At tractor/Agent's Name a d A n 140 Signature of Notary -State of Florida Date PAMELASTERNUS o` ,, commission # GG 110622 P.o aaEx ire august ), 2021 udw rotary S','" Contractor/Agent is Personally Known to Me or Produced ID e of ID BELOW IS FOR OFFICE USE ONLY Permits Required: BuildingEl Electrical Mechanical Plumbing0 Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Mn. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMARNTS: Revised: lone 30.2015 Permit Application a CITY OF SANFORD 2 I ( BUILDING & FIRE PREVENTION PERMIT APPLICATION D Application No: Documented Construction Value: $ Job Address: y 5r,. (+ ti ic},-s h 0 Historic District: Yes No [ Residential 2 Commercial Parcel ID: Repair Type of Work: New Addition Alteration Demo Change of Use El Move Description of Work: Plan Review Contact Person: Plau'g.) s e„t (04 bL2.;(Cj_Qr 1 lilC: Phone: Fax: Email: Property Owner Information Street: City, State Zip: Contractor Information iZ lC re.-:. 17t t+n b r c* Phone: Name R Fax: Lto' L40- Street: City, State Zip: ©,i ' State License No.: Ct oLo3 `'' 2 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE T7OOIYUURR PROPERTY. OFANOTICECOMMENCEMENT NOTICE OF COMMENCEMENTMAY MUST BE PAYING TWICE FOR IMPROVEMENTS YOU RECORDED AND POSTED T YOUR LENDEBEFORE ORANATTORNEY BSEFOREIORECORDINGYOUR NOTICE OF AIN FINANCING, CONSULT WITH YOUR COMMENCEMENT. ion has Application is hereby made to obtain a permit to d ha work and b pe formed to indicated. aset standards of all laws regulate g construction commenced prior to the issuance of a permit an plumbing, signs, wells, pools, in this jurisdiction eI understand that a separate aters tanks, nd air conditioners, etc. mit must be secured for electrical work, p g, gns, furnaces, boilers, beaters, FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: So Edition (2014) Florida Building Code Permit Application Lm 0- 2015 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 Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID J- --- IZ-/5-Lot7 Signature of Contractor/Agent Date Print Contractor/Agent's Name IZ'15-LJ/ Signature of No -State of Florida Date PAT Sl1Sl MY COMISSION I FF 120904 EXPIRES- August 25, 20le Nor Pubk Undem@ers Contractor/Agent i Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application V"NDHAM PRESERVE - LOT 138 SPECIFFO RVEY o m du O RMB HARD) a, 0 o cv O V) = S47U) N 0 v dvt v oV0- 0 S89PCP'40' 51 "W 330.00' _ v`v m q CENTER,/ SALTMARSH LOOP 3198.00' v M LINE 50' RIGHT—OF—WAY PCP ` o G CONC CURBN( PRIVATE ROAD) 00 o y N T m J Q 0 N o PROPOSED 5' CONC SIDEWALK N89'40' 51 9 40. 00' ? 90 10' UTILITY WYNDHAM WYNDHAM PRESERVE LOT 138 cNir w ( PB 81, PG 93) LOT 139 LOT 144 20.7 ----; o ' PROPOSED ' 2 STORY I; RESIDENCE 7. 3 3776 SALTMARSH LOOP 2121 DISCOVERY W ELEVATION - U ; • tI) O GARAGE - RIGHT h I O O FORMBOARD ', O 0 ; FFE= 31.07' O Q) 6. 0 1 28.0 6.0' 1 Q Q 1 o c CV — 1 1 cn LOT 138 AREA = 4. 400 S.F. t 40.00' S89'40' 51 "W LOT 145 vtv—roof tqu, mom LEGEND:ADUSSD—Access/Drainage/Utilities/Sidewalk LB —LicensedusinessBFP—Bockflow Preventer Sight Distance Easement S —Survey PRM—Permonent Ref. Monument R —Reported PCP—Permonent Control Point D —Description FP&L —Florida Power & Light P —Plat FFE —Finish Floor Elevation D. . —Deed Book Water Meter O.R.— Official Records Book M—Water Valve P.B.— Plat Book V--Fire Hydrant Pg.—Page RC® —Reclaimed Water Meter Dev.—Elevation RCD4—Reclaimed Water Volvo Conc.—Concrete Coble Box BP —Brick Paver M—Telephone Box SW —Sidewalk ED—Electric Box FFE —Finished Floor Elevation Q} —Utility Pole CI —Curb Inlet Guy Pole GTI—Grote Top Inlet tight Pole P.U. E.—Public Utility Easement E--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 ENHo —Electric Hondhole D.U. E.—Drainage/Utility Easement COO —Clean Out FMGD—MAG NAIL & DISK CCVD4—Irrigation Control Valve P.K.— Porker Kolon Nail b—Sign SIR —Set 1/2" Iron Rod L87768 WX—Gate Water Valve SPKD—Set P.K. & Disk L87768 Gas Meter FIR —Found 1/2" Iron Rod L87768 11 —Existing Grade FlP—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 Proposed Design Grade Monument PRM L87778 Note: Some items in above leaen As—Built/ Existin Grode may not be aDaiicoble) Description I Date I Dwn.ICk'd I P.C.IOrder No. LOT 137 LOT 146 SURVEYOR'S NOTES: 1. Current title information on the subject property hod not been furnished to GeoPoint Surveying. Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and ore 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 ore from the construction plan for "WYNDHAM PRESERVE% City of Sanford Seminole County, Florida. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE% City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side 5' DMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. 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 X 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 Mop Panel Number 12127C-0765H. in Flood Zone "Z(" 5. This Speck Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 138, according to the plat SURVEY) of " WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, page 93 of the Public Records, Seminole County, Florida This certifies that o Mi lo9fe the hereon described property Mai Winderle3 Place, Suite 109 Q Maitland. FL 32751 was mode under ' @ryisi (erjd meets the Standards of Practice ser` or f P 't14e ' -' Poord of Professional Phone: (321) 270-0440 Surveyors & rJto rg.• 464ter 13 Florida Administrative Fax: (813) 248-2266 code. irpt ! S Sgec oiY4P d7 . FloridaStatutes. Licensed Business No. LB 7768 GeoPoint gT F Surveying, Inc. NOT VAUD ER NO. LS69 5 Drawn: MTP I Checked: JDL I P.C.: AND THE ORIGINAL Date:1/ 16/18 Dwg:&hwf=t-Lot13B 11RVFYnR ANn MAPPER SEC. 17 — TWN. 20 S. — RNG. 31 E. Data File: IfrinonEint-Plot Order No.: — Field Elk: — 4 ii ZI-COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 ORDER NO: FL-, REPORT NO: REPORT OF IN -PLACE DENSITY TESTS It-, j.i,.,.4 Lam+ PROJECT PROCTOR CONTRACTOR ` " ' :j,•+ t ` { SPECIFICATION: OPTIMUM MOISTURE: / z Z % MAXIMUM DRY DENSITY: C y • r REPORTED TO: LOCATION: 1 tI MATERIAL: DATE TESTED: /t " - / $ LOCATION DEITH DRY DENSITY MAX DRY DENSITY PERCENT Or MOISTURE INCHES lbs. cu. tL lbs. cu. R. MAX. DENSITY PERCEPT l 7` d 1, <0 r_ Submitted by, CITY OF SANFORD JAN 3 1 2018 BUILDING & FIRE PREVENTION PERMIT APPLICATION I u Application No: - 21 ] Documented Construction Value: $ 5.240.00 Job Address: 3749 Saltmarsh Loop Historic District: Yes No Parcel ID: 17-20-31-502-0000-1380 Residential X Commercial Type of Work: New X 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 Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: 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) Phone: 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 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 YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts; state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law. FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date 0/0 v31/2018 Signature of Contractor/Agem Date 2018 40 0 Notary Public State of Florida WArionna C Rosenwlnkel di My Commission GG 147038 a Expires 10/01/2021 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced 1D Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures. Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER lob #: 33333 Date: 8/2/2017 144696 Subdivision I Phase Bld UU Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 11381 3749 Saltmarsh LoopADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: Sanford FL 32773CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip 12121SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R410a A/H-2 or Furnac( Job Contact: S Woolwine A/H-1 or Furnace F134CNP036L00 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 N/A AHU Location 2nd FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficient MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H4 or Furnaa Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU4 Township: Sanford TStat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficient Zoning Brand: Honeywell/Johnstone Vent. Damper Ye,somo» otiEAIPullsPermit: yes 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 IZD7 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 Cone. Slab: X Kit. Down Draft Duel X Heat Recovery: X fan 80 cfm BF080 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 03-Fabrication Labor 1.98 24.95 Rou hin $2,565.00 30.75 461.1804-Installation Labor O6-Piping Labor 7.25 123.25 Trim $2,565.00 14-Kitchen Vent Trim 1,293.2702-Material/Tax 1,482.4801-Equipment/Tax 110.00 Permit $110.0009-Permit/Other 1.45 18.22011-Delivery Labor 2.89 36.43 Total Contract: $5,240.0020-Pull Material Labor 2.50 42.5012-StartupLabor C t 11 Level 1 T vtw Job M Starlight - Wyndham Performed for: Lot 138 - 2121 UR Sanford. FL 32773 a Energy Air, Inc 5401 Energy Air. Ct Orlando, FL 32810 Phone: 407-886-3729 vmwenergyair.00m GRennerQenergyaircom Scale: 1/8" = 1'0" Page 1 RightSuReO Universal 2017 17.0.08 RSU17013 2017Jun•21 11:53:23 rn PreserveUt 138 - 2121 URrup Level 2 m, Dath k m, bedroom F'vta 8 x 4 c a 1 din 4 7"12x6 rei_ _/t18dm Bx4 4" 13orm 1Bx8 Sup Riser wic ~ r 10 bedroom 2 kol6~ t O x s loft 10' 101 dm 6 . tiQ L1G 10 x 6 90 din 24 x 18 1070 dm 6 ~ 10, Sup Riser 14 x 6 12 x 12 S ~ rwvmseA cl2 linen Dtl V, bath2 14 x 6 04 jVM y y phk 10x6 8' 81 elm 8x4 awta y 38 din 14x x4 4" 33d bedroom 3 4~ cl3 AHU ON METAL STAND x 4 a' 6. 10 x 6 91 dm13dm 3.0 Ton 240V / 5KW HP 8x4 29 ehn wic4 bedroom 4 Job #: Starlight - Wyndham Energy Air, Inc Scale: 1/8" = IT Performed for. Page 2 Lot 138 - 2121 UR 5401 EnergyAit, Ct NghtSuite® Universal 2017 Orlando, FL 32810 17.0.0E 21 1170131 Sanford. FL 32773 Phone: 407-886-3729 ...m Preetmlllot 138- 2121 URrup wmenergyair.com GRenner@energyaircom FINAL BOUNDARY SURVEY WYNDHAM PRESERVE LOT 138 PB 81, PG 93) PCP S89'40'51'W 330.00' — CENTER f _ SALTMARSH LOOP 198.00' 3 LINE 50' RIGHT—OF—WAY PCP 7 PRIVATE ROAD) o 0 CONC CURBS p br u N C o CONC SIDEWALK F/R N89'40'51 "E icv sMco a Y N L7z 9 m LOT 139 WM 40.00' CONCRETE DRIVEWAY- N t)r w 16.0' PORCH, 2 STORYXinRESIDENCE p 10' UTILITY co EASEMENT (PI w CONC WALK i R3.' OWv eOALTMARSH XCO LOOP O LOT 137 FFE-- 3 L I0' PATIO 15 0 0 0 0 10. 0 - A/C LOT 138 AREA = 4, 400 S.F. +/- FIR 40.00' yo• , S89'4051 ' yo• LOT 144 LOT 145 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE', City of Sanford, Seminole County, Florida. Front 25' Rear = 20' Side 5' LEGEND: ADUSSD-Access Droino a UtiliUes Sidewalk LB -Licensed usiness / 9 / / BFP— Bockflow Preventer Sight Distance Easement S — Survey PRM—Permonent Ref. Monument R — Reported PCP—Permonent Control Point D — Description FP&L —Florida Power & Light P — Plot FFE —Finish Floor Elevation D. . — Deed Book 13 —Water Meter O. R.—Official Records Book 04—Water Valve P. B. —Plot Book 10'—Fire Hydrant Pg. — Page RC®—Recloimed Water Meter Elev. — Elevation RCD4—Recloimed Water Valve Conc. — Concrete C —Coble Box SP — Brick Paver m —Telephone Box SW — Sidewalk ID —Electric Box FFE — Finished Floor Elevation 0 —Utility Pole Cl — Curb Inlet Guy Pole GTI— Grote Top Inlet light Pole P. U.E.—Public Utility Easement E--Guy Anchor RCP — Reinforced Conc. Pipe OU--Overhead Utilities PVC — Polyvinyl Chloride O —Storm Sewer Monhole NCS — No Comer Set (Falls in Water) O—Sonitory Sewer Monhole SF — Square Feet CHHo —Electric Hondhole D. U.E. —Droinoge/UtiliEasement COO —Clean Out FMGD—MAG NAIL DISK M.VDa—Irrigotion Control Volvo P.K. — Porker Kolon Noil p —Sign SIR —Set 1/2' Iron Rod L87768 W"—Gote Water Volvo SPKD—Set P.K. do Disk LB7768 Gas Meter FIR —Found 1/2" Iron Rod L87768 MIR—Existing Grade FIP —Found 1/2' Iron Pi LB7768 p —Blow—off Valve FPKD—Found P.K. Noil & Disk L87768 ^^.i—Drainage Flow Direction FCM —found 4'x4' Concrete Proposed Design Grade Monument PRM L87778 110.2 Aa—Built/Existing Grode Note: Some items in above leaen mov not be ane icable L Liescnption I Date I Dwn.ICk'd I P.C.IOrder No. F/R DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior 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 bock 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 ore in feet and ore referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plot of WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey mope or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey Is intended to be displayed of 1' a 20'. 7. All boundary line dimensions ore field measured unless otherwise noted. LOT 146 O a, o 0 a m W 3wb 0 0 N r m v ovc M 0 - 0 Z •v o a a' v, 0 CD : 3 BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone X" DESCRIPTION: LOT 138, according to the plat of "WYNDHAM PRESERVE" thereof as recorded in Plat Book 81, Page 93 of the Public Records, Seminole County, Florida Last Date of Field Survey: 05 22 2 118 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property, Maitland, FL 32751 woe 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 dr Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to .027, Florida Statutes. GeoPoint Surveying, Inc. Ames D. Liner ORIDA PROFESSIONAL SURVEYOR & MAPPER NO. LS6915 Drawn: RCA Checked:JDL P.C.: Dato File:BrissonEwl-Plot NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Dote: 05/23/18 Dwg: &banEsst-1nt13f! Order No.: TWN. 20 S. - 1 RevisionQ'--*- Response to Comments City of Sanford Building & Fire Prevention Division Ph: 407.688.S1S0 Fax: 407.688.SiS2 Email: building@sanfordfl.gov Permit # ( q— P `l +-:1- Submittal Date 31 31a l j 9 Project Address: -SO- 4 MHO-r,5 k Contact: 3-2a,.-t- lI I sonPh: ` 1 CLQFax: Email: Trades encompassed in revision: b Bg Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: knoc pb—v\— ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 11 Building —F Al- //- /9