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3800 Saltmarsh Lp 17-2438 - NEW SFH
r CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION y, Application No: a Documented Construction Value: $ Job Address: ()r Y , 1x. Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New -0 Addition Alteration Repair Demo Change of Use Move Description of Work: NP Lo JS Q -2 ro j u, Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Title: NameC Phone: 1_I % ' "i-17 _3 '-70(') Street: ( i ' (}jr ,( f , Resident of property? : Mo City, State Zip: 1sake m O f 1 4.r4 3a7yCf coractor Information Name C.'Jo'- F- (\+rl C_ l Phone: Street:'S if 7 _(l' K,Lf 1 l fir% Fax: % 1 City, State Zip:V\ ( n' I-),) r t'f, -1t State License No.: FT, CM,3L9, Arch itect/EngIneer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 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 Pemtit Application 1* NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as 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 pennit 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 Owner/Agcnt's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Cil Of) 7 gnature of Contractor/Agent Date Ct S?, (j1rOC' P nt lontractor/Agent's Name rn Signature of Notary -State of Florida Date puel PAMELA TERNUS o Commission # GG 110622 N t Expires August 7, 2021 Of K 80ndOd rTYL Budylt Notuy 6ervices Contractor/Agent is X_ Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plutnbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric- - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: lune 30, 2015 Pemtit Application W ' CITY OF SANFO BUILDING & FIRE PREVENTI PERMIT APPLICATI Application No: I - - 2q3 Documented Construction Value: $ (OS'` Job Address: = Historic District: Yes No Parcel ID: Residential fq Commercial Type of Work: New B Addition Alteration Repair Demo Change of Use Move Description of Work: l'{1J2,.' U (tiles) (z- -u Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name Phone: Street: City, State Zip: Resident of Contractor Information Name i2 S tC i e lC L m b Phone: Street: Fax: k_. r-+ `- City, State Zip: 'Z,' State License No.: ° 3 `l Architect/Engineer Information Title: Z —2_ 43 -3 2s -1 -?-1 Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN) PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUS RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTIC COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installaticommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconst in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, 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: 5u' Edition (2014) Florida Building Co Permit Application Revised: June 30, 2015 UR BE OF has U NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property thatma befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as termanagementdistricts, 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 requ redinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmilal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issuec, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction v ue, 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 workbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signature of Owner/Agent Date Signature ` of Co/Agentpate Print towner/Agent's Name "D Tt Print Contractor/Agent's Name Signature of Notary -State of Florida Date — Date PAIPAi SUS. ivly CN4iuliSSiCN t FF" 1?_0904 Z5 EXPIRES: Aurusi 2 I5, 2018 Bo iued?hru,,%JaryputoicUnderwrileis Owner/Agent is Personally Known to Me or Contractor/Agent is`Pelsonally Known to Me orProducedIDTypeofIDProducedIDTypeofM Lill, M11 U Permits Required: Building Construction Type:_ Total Sq Ft of Bldg: Electrical Mechanical Plumbing Gas Roof Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Flood Zone: of Stories: Plumbing - # of Fixtures Fire Sprinkler Permit: Yes NoEl # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: COMMENTS: ENGINEERING: UTILITIES: FIRE: WASTE WATER: Revised: June 30, 2015 Permit Application 9507 State Road 52 123 Miller Road 9701 Bachman Road Established 1973 Hudson, FL 34669 Valdco, FL 335940 '•, Orlando, FL 32824 www.RJKie4.com 727-883-5486 813-661-0707 407-855-2636 State License # CF -0O20 42 R.J. KANELTY Page: 1O 1 Proposal No: 717-13527 PLUMBING • HEATING • COOLING Proposal Date: 7/26/2017 Prepared For: Starlight Homes Florida, LLC location: Wyndham Preserve, Sanford 1064 Greenwood Blvd, Suite 124 Model: Endeavour -1605 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough In 30% Top Out 30% Finish: NET 10 Days All materials guaranteed to be as specified. All work to be completed in a workman like manner according to standard practices. Any alteration or deviation l Fie2 cuted only upon written orders, and will become an extra charge over and above the estimate. Allfromspecificationsbelowinvolvingex rance. agreements contingent upon strikes, del beyond our control. Owner to c{ry fire, tornado, and other necessary insurance. Our workers are illy covered by worker's compensation i', Jjt % f j AUTHORIZED SIGNATURE: THISPROPOS MAYBE WITHDRAWN IF NOT ACCEPTED IN 30 DA S. We hereby submit specifications and estimates for: blaster Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-9121.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up 1 Tub Sterling -Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Powder Bath 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lav Gerber Maxwell 22-514 Pedestal White With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer & Water Only (Slab Backfilling By Others) Backflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 40' Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted, You are authorized to do the work as specified. Payment will be made as outlined above. I agree to pay reasonable attorney's fees court costs in the event of legal action. A monthly service charge of 1 1/2% will be added after 30 days. Any sewer taps deeper than 4 1/2 feet or requires backhoe or dewatering will be an extra charge. SIGNED:`J% tom' SL 0,j DATE OF ACCEPTANCE &PAGE 2: j' Branch: Hudson OLast Edit By: Last Edit Date: 7/27/2017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 4 8ApplicationNo: Documented Construction Value: $ 2 q`1Z e f. Job Address: Z DOHistoric District: Yes No Parcel ID: 17-20-31-502-Q000- 01 Leo Wyndham Preserve Lot 1 LP Residential R Commercial Type of Work: New ® Addition 11Alteration Repair Demo El Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangei@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 v Street: 1405 Old Alabama Road, Suite 200 Resident of property? : NoPPert3' n City, State Zip: Roswell, GA 30076 JContractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fag: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 .. Architect/Engineer Information Name: Mulhern & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA E-mail: sives@mulhernkulp.com Bonding Company: NA Mortgage Lender: NA Address: Address: tl WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMM.ENCEMENT,MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h 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 lociil `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 Signature of Contractor/Agent Date C, k Print Owner/Agent's Name aL-L A, -Q- _W\anQJ 181 ia- _ S-ignature of N -State of Florida Date tPR Shayne angel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 CE 1 1 Expires 6/21/2021 Owner/Agent is V Personally Known to Me or Produced ID Type of ID Robert Willets Print Contractor/Agent's Name aa::, Q 81 e 11-: Signature of otary-State of Floridao Date ZpRY Shayne Mangel o NOTARY PUBLIC o STATE OF FLORIDA Comm# 113111 Contra ber i f1gl ily Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building E Electrical Q Mechanical 2 Plumbing[ Gas[] Roof Construction Type: Jia Occupancy Use: (Za Flood Zone: X -5E2 AT TA Ct{ED Total Sq Ft of Bldg: 2.3'- S Min. Occupancy Load: \ Z # of Stories: 2 New Construction: Electric - # of Amps 160 Plumbing - # of Fixtures 0 Fire Sprinkler Permit: Yes No [J # of Heads Fire Alarm Permit: Yes No t APPROVALS: ZONING: (it, UTILITIES: WASTE WATER: COMMENTS: ENGINEERING: VA 7 L OV -1-11 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 36.2'/o 'r -e - 182(o Voyager- 5, BUILDING: Sr i 0 L3.11 Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 9L14`3ApplicationNo: , Documented Construction Value: S 9L c005 Job Address: Zqimo,J-cr,nr 51r1 "oD Historic District: Yes No Parcel ID: 17-20-31-502-0000- O l t.p O Wyndham Preserve Lot I Lp 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: 407108-0161 Fag: 407-647-0700 Email: Shayne.mange)@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: .1405 Old Alabama Road, Suite 200 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 E. City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhern & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA Bonding Company: NA E-mail: sives@mulhernkulp.com . Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work wi11 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: 5th 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. 1 , 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. 17i Signature of Owner/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's.Name Sgature of N -State of Florida Date R Shayne angel NOTARY PUBLIC ESTATE OF FLORIDA Comm# GG113111 SPNCEAr Expires 6/21/2021 Owner/Agent is V Personally Known to Me or Produced ID Type of ID Robert Willets Print Contractor/Agent's Name Signature of otary-State of Florid Date o, pPy Shayne Mangel a o NOTARY PUBLIC STATE OF FLORIDA Comm#PG 113111 Contra be1J> 01>•d&f19gffflly Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood, Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No APPROVALS: ZONING: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: , WASTEWATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application Ya -4 Cityof Sanford Planning and Development Services 8R'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: 3800 Saltmarsh Loop Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0160 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: E New structure Existing Structure (pre -2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) t OFFICIALONLYUSE , jffL "N A. 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 Q . The parcel is not in the: W-1 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2438 Reviewed by: Michael Cash, CFM Date: September 7, 2017 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Waya Use & Landscaping in Right-of-Way Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 r"une:4V/.00c5.ol4V rax:4Ur.ow5.o,i4l This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit Is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know whaes below, size and location of the existing right-of-way and use shall be provided or application could be delayed. Call before you dig. 1. Project Location/Address: :57r'C .: k 'C t r ( )ar") t^\ 2. Proposed Activity:ZJ Driveway L4.Affalkway Other: 3. Schedule of Work: StartDate Completion Date /13i ILA R Emergency Repairs 4. Brief Description of Work [ l 4" i t Uf «..' 4'Z~ Y1 This application is submitted by. Property Own-(\( t Signature: PLrqame: 1 Address: tCi- { f1i JCrir{ tJI? r ihr--Ne-,0_±:A i -. S,ai4-fc_a Phone:i.}" C)iU-t Fax: Email: _ _i_P10 e t"r1 Z/K (Date:_©: Maintenance CG4 < j'i-1 The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are In the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its councilpersons, 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 withthe use of the City's right-of-way. I have d and rstand the above statement and by signing this application I agree to its terms. Signature: Date: S ~ This permit shall be posted on the site during construction. Please call 407.1188.5080 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: Official Use Only Fee: Date: Date: Date: Date: `--7 -ZPLz Date: November 2015 ROW Use Driveway.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC Name of Company) to be my lawful attorney-in-fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): 6d' The specific permit and application for work located at: 3 00 al}.nrinrSY, "oD - Arxl"'A StreetAddress) 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 foregoing rument was acknowled a before me this S dage o20@ ( a-, by L3 who isrson, known to me or o who has produced as identification and who did (did not) take an oath. NolShayne Mangel o NOTARy PUBLIC c STATE OF FLORIL)HTs' Y F 19 Comm# GG 113111 Expires 1512 112 02 1 Rev. 08.12) Signature Print or a name Notary Public - State of _ Commission No. My Commission Expires: nam ., Revision Response to Comments Permit # (-' - cH3 Lo -a' I (.v City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date [C) — I Project Address: 3?C)0 Contact: Ph: ( — ( ( Fax: Email: Trades encompassed in revision: wilding Plumbing Electrical Mechanical Life Safety Waste Water C, w\ General description of revision: Q. S S -1. S(U-C c. D rU- tau-`E"S 1 P.1''1 ROUTING INFORMATION Approvals Sr co• Z3- r Department Utilities Waste Water Planning Engineering Fire Prevention Building C, w\ General description of revision: Q. S S -1. S(U-C c. D rU- tau-`E"S 1 P.1''1 ROUTING INFORMATION Approvals Sr co• Z3- r AW STARLIGHT ASHTON WOODS, H O M E S September 22, 2017 Shayne Mangel STARLIGHT HOMES — ORLANDO 1064 Greenwood Blvd. Suite 124 Lake Mary, FL 32746 Subject: Brisson East/ Wyndham Preserver Permitting Comments Plans updated for the follow codes based on review comments on the Architectural plan set FBC 107 Reference: Addressed the following comments 1. Plans must be a site specific plan set 2. Index on cover page should be consistent to the pages present in lot specific plan set. 3. Remove Call out for 200AMP if it was present Shayne, Per your request we have addressed the Architectural reference items on the enclosed site specific plans sets. Please use the new site specific plan for your resubmittal. We have revised these comments and will include them on any future lot specifics plans. office. If you have any questions or would like any further clarification, please feel free to contact our 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 TY OF SXNFORD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2438 Date: 10/04/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3800 Saltmarsh Loop Contact Email: Shayne.Mangel(&starlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheets and/or supplemental information as requested. Permit submittals will not be accepted without two copies. COMMENTS: 1. The plans include different elevations. The plans are required to be site specific. Only the specific elevation and any corresponding details or floor plans should be depicted on the plans. In addition, the index on the cover sheet should be revised to only include the specific pages that exist in the plans. FBC 107 2. The Electric Page specifies a 200 amp service while the electric load calculations specify a 150 amp service. Please either revise the electrical page or the electric load calculations to show the correct service size. FBC 107 3. The A/C condenser is required to be shown on the plans in the approved location as shown on the plot plan. All applicable plan pages and any electrical details need to be revised, placing the condenser at the rear of the house. FBC 107 4. 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 — plans do not show valley trusses V3 & V5, EJ7G Truss, and none of the 1St floor front porch trusses are called out. FBC 107 5. Please provide two (2) copies of a Service Riser Diagram indicating the service size and the bonding to the footer steel, in accordance with NEC 250.50. FBC 107 Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner 1- REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 12A i 41 i Project Name: ii'kV\CL `1 1-(Q("J Project Address: } '{— k L nbO 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. Eric Korsten Robert Willets Print Name of Ow enant Signat o Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Print Nam of Gen. Contractor Signature of Gen. Contractor CGC1522347 Gen. Contractor License # n 1A Fas-1,9-y-backPrintNameofEl. Contractor ignature of El. Contractor F -C` Ond_-W El. Contractor License # CALLED INTO: Progress Energy Florida Power and Light on Rev. 02/10/15) THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC GRANT 11ALOY f SEh11NOLE COUNTYAddress: 1064 Greenwood Blvd Suite 124 Lake Marv. FL 32746 CLERK OF CIRCUIT COURT & COMPTROLLER BK 1969 Ps 340 (iPss) CLERK'S T 2017080903 NOTICE OF COMMENCEMENT RECORDED 118/iii/21117 11°11".13 All RE"ORDING Z=EES `1-10.00 State of Florida RECORDED BY hdevor-e County of Seminole Permit Number: I -1— 0 14 3R Parcel ID Number: 17-20-31-502-0000- O t Leo The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida. Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Wyndham Preserve, PB 81 Pas 93-102. Lot 1 Lo - Address: L_odD. V -L_ 37,'1'11 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 CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 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 specffied) 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 i*s BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under penalties of perjury, l declare that I have read the foregoing and that the facts stated in it are true `41 to the best of my knowledge and belief. c Ovmei's Signature Ownees Minted Name Florida Stal ite 713.13(1)(8): "The owner must sign the notice of commencement and no one else may be permitted to sign in his or her stead.' State of F1or C Countyof JeyYtitrin L _ I„ The foregoing instrument was acknowledged before me this ", day of 20 7rc:.. by ( Q (!" . (,-1 Who is personally known to rtl Name of person making statement "' I OR who has produced identification type of identification produced: 1 4AI oSAR Sha neY Mangel NOTARY PUBLIC C E o o STATE OF FLORIDA Notary Signature s,NOF 19®. Comm# GG113111 Expires 6/21/2021 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit;l 11 - 7 L13Y> BUILDING PERMIT 3$co SALTNXAV—s-A L =A? Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence REVISED: June 2014 Address: 3$co SALTNXAV—s-A L =A? ELECTRIC F PERMIT ti E Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 1 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final X Min Max Ins ection Descri tion 10 Plumbing Underground 20 Plumbing Tubset 10 1 1000 Plumbing Sewer 1000 Plumbing Final RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 16 - 1826 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County, City, State, Zip: Sanford , FL, 32773 Permit Number:#17 - 2 4 3Owner: Jurisdiction: llsq BSc oDesignnlvz Location: FL, Sanford County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2406.3 sgft.) Insulation 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1111.50 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 915.77 ft= 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 379.02 ft2 4. Number of Bedrooms 3 d. N/A R= ft2 10. Ceiling Types (1139.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1139.00 ft2 6. Conditioned floor area above grade (ft2) 1826 b. N/A R= ft2 c. NIA R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7. Windows(154.0 sgft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 365.2 a. U -Factor: Dbl, U=0.34 113.00 ft2 SHGC: SHGC=0.26 b. U -Factor. Dbl, U=0.58 41.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 30.0 SEER:14.00 c. U -Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor N/A ft2 a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.257 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1139.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 739.00 ft2 b. Conservation features b. Floor over Garage R=19.0 400.00 ft2 None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.084 Total Proposed Modified Loads: 55.42 SSTotalBaselineLoads: 57.19 hereby certify that the plans and specifications covered by Review of the plans and0 viE S7. this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance y !i„ '' ' N' + with the Florida Energy Code. lnrgx PREPARED BY: U -" &e-- l ennU a/ Zal1.7 Before construction is completed be inspected for a DATE: this building will compliance with Section 553.908 x I hereby certify that this building, as designed, is in compliance Florida Statutes. CSDO with the Florida EnerCode. OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: 11223 % 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 Qn 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 Qn for whole house. 6/20/2017 1:49 PM EnergyGauge® USA - FlaRes2014 Section 8405.4.1Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Lot 16 - 1826 SR Bedrooms: 3 Address Type: Lot Information Building Type: User Conditioned Area: 1826 Lot # 16 Owner. Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE V IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Sanford FL ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1826 15677.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 739 6872.7 Yes 4 0 1 Yes Yes Yes 2 Floor 2 1087 8804.7 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 97.3 ft 0 739 ft2 0 0 1 2 Floor over Garage Floor 2 -- ---- 400 ft2 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 1274 ft2 0 ft2 Medium 0.6 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1139 ft2 N N 6/20/2017 1:49 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 CEILING Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1139 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt SpaceToWallType 1 S Exterior Frame - Wood Floor 2 13 40 9 8 1 329.4 ft2 0 0.25 0.6 0 2 S Exterior Concrete Block - Int Insul Floor 1 4.1 40 9 9 5 383.7 ft2 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 8 0 9 5 75.3 ft2 0 0 0.6 0 5 N Exterior Frame - Wood Floor 2 13 40 9 8 1 329.4 ft2 0 0.25 0.6 0 6 N Exterior Concrete Block - Int Insul Floor 1 4.1 20 6 9 5 193.0 ft2 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 5 263.7 ft2 0 0 0.6 0 9 E Garage Framer Wood Floor 1 13 40 3 9 5 379.0 ft2 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U -Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None 39 3 6 10 20.5 ft2 2 Wood Floor 1 None 39 2 10 6 10 19.3 ft2 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 3 None Low -E Double Yes 0.34 0.26 8.0 ft2 1 ft 0 in 1 ft 0 in None None 2 e 3 None Low -E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 4 ft 0 in None None 3 N 5 None Low -E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft 0 in None None 4 w 7 None Low -E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 9 ft 0 in None None 5 W 8 None Low -E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 11 ft 0 in None None 6 W 8 Vinyl Low -E Double Yes 0.58 0.25 41.0 ft2 1 ft 0 in 11 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 400 ft2 400 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000382 1829 100.41 188.84 3432 7 6/20/2017 1:49 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 6/20/2017 1:49 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS V Supply — Return — Air CFM 25 CFM25 HVAC # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 365.2 ft Floor 2 91.3 ft' Prop. Leak Free Floor 2 cfm 54.8 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HeatinHJan Feb ki Mar Feb Mar j A r [ Apr I Ma [Xj Jun (X] Jul I May ] Jun [ ] Jul Au[ ri Au X] Se SeP j Oct Oct Nov X] Nov j ] Dec X] Dec Ventin Jan Feb Mar IXj Apr (j Ma I ] Jun [ ] JulL Aug j Se XI Oct Xj Nov j Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (VVD) 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 (VVEH) 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 6/20/2017 1:49 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U -Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U -Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U -Factor. N/A SHGC: c. Frame - Wood, Adjacent d. U -Factor. N/A SHGC: d. N/A Area Weighted Average Overhang Depth: Area Weighted Average SHGC: Sanford, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1111.50 ft2 0.257 b. Concrete Block - Int Insul, Exterior R=4.1 915.77 ft2 1 c. Frame - Wood, Adjacent R=13.0 379.02 ft2 3 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1139.00 ft2 1826 b. N/A R= ft2 c. N/A R= ft2 Area 113.00 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 365.2 41.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 30.0 SEER:14.00 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A. R= ft2 13. Heating systems a. Electric Heat Pump 1.000 ft. 0.257 Area 14. Hot water systems 739.00 ft2 a. Electric 400.00 ft2 b. Conservation features ft2 None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: 3 l Address of New Home: 3206 City/FL Zip: , PL_ kBtu/hr Efficiency 30.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat y04q[ iE srgl o On rONE55, On Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 6/20/2017 1:49 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 16 - 1826 SR 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 orjoints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior -or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6!20/2017 1:49 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 16 - 1826 SR 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:: 1826 sq.ft. Cond. Volume: 15677 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I I HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: a sr4- 6/20/2017 1:49 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method lam' r • f, i , Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 16 - 1826 SR Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: 1 System 2 Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 1 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: 6/20/2017 1:49 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 wrightsoft, Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com Web: www.energyair.com For: Lot 16 - 1826 SR, Starlight Homes Sanford. FL 32773 a ,, : cooling Equipment£ 4 Design Conditions design DB: 92.6°F Outdoor design WB: 75.9°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 20642 Btuh Latent gain: 4369 Btuh Total gain: 25011 Btuh Estimated airflow: 899 cfm Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SplitASHP Manufacturer: Carrier Actual airflow: 899 cfm Sensible capacity: 20927 Btuh Latent capacity: 5192 Btuh Total capacity: 26119 Btuh Design Conditions Outdoor design DB: 44.2°F Indoor design DB: 70.0°F Model: CH14NB0300000A+FB4CNP030L 101% of load 119% of load 104% of load SHR: 80% Heat loss: 19021 Btuh Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 150% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model Actual airflow: 899 cfm Output capacity: 4.7 kW 84% of load Temp. rise: 50 °F Meets are all requirements ofACCA Manual S. Job: Starlight - Wyndham Date: 6/16/2017 By: Plan: 1826 S Voyager Entering coil DB: 75.6°F Entering coil WB: 63.0°F Entering coil DB: 69.1'F Capacity balance: 35 °F Economic balance: -99 °F 2017 -Jun -20 13:39:09 I---- - wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCk .. Specific\Wyndham Preserve\Lot 16 - 1826 SR.rup Calc = MJ8 Front Door faces: E wrightsoft® Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-8863729 Email: GRenner@energyair.com Web: www.energyair.com Pr ej ct Information For: Lot 16 - 1826 SR, Starlight Homes Sanford, FL 32773 Job: Starlight -Wyndham Date: 6/16/2017 By: in H2O Plan: 1826 S Voyager Supply Branch Detail Table Name Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.143 in/100ft 0.143 in/100ft Actual air flow 899 cfm 899 cfm Total effective length (TEL) Ox 0 VIFx 196 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Laun C 628 2 28 0.263 4.0 Ox 0 VIFx 6.4 100.0 Peak AVF Loft h 1890 94 87 0.268 6.0 Ox 0 VIFx 4.5 100.0 375 bat C 110 4 5 0.255 4.0 Ox 0 VIFx 9.6 100.0 399 br2 c 895 36 40 0.249 5.0 Ox 0 VIFx 12.6 100.0 0.150 br3 C 2137 70 96 0.242 6.0 OX 0 VIFX 15.5 100.0 490 foyer h 2760 137 59 0.171 7.0 0x0 VIFx 18.3 145.0 sty kit -fam C 4448 187 199 0.147 8.0 Ox 0 VIFX 40.7 150.0 st4 kit -fam-A C 4448 187 199 0.143 8.0 Ox 0 VIFX 45.7 150.0 st4 m ba h 788 39 29 0.189 4.0 0x 0 VIFx 28.3 120.0 st1 m br C 2672 79 120 0.198 7.0 Ox 0 VIFx 21.4 120.0 st1 pdr h 697 34 12 0.150 4.0 0x0 VIFx 31.9 155.0 st5 vac h 362 18 16 0.195 4.0 0X0 VIFx 23.6 120.0 SO Wc3 h 237 12 9 0.236 4.0 OX 0 VIFx 18.6 100.0 Bold/italic values have been manually overridden 2017 -Jun -20 13:39:09 wrightsoft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 C% ... Specific\Wyndham Preserve\Lot 16 - 1826 SR.rup Calc = MJ8 Front Door faces: E Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st1 Peak AVF 136 165 0.189 471 8.0 0 x 0 VinlFlx st4 Peak AVF 375 399 0.143 507 12.0 0 x 0 VinlFlx st2 st2 Peak AVF 375 399 0.143 507 12.0 0 x 0 VinlFlx st3 Peak AVF 171 71 0.150 490 8.0 0 x 0 VinlFlx st5 Peak AVF 171 71 0.150 490 8.0 0 x 0 VinlFlx st3 Bold/italic values have been manually overridden 2017 -Jun -20 13:39:09 wrightsoft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 C% ... Specific\Wyndham Preserve\Lot 16 - 1826 SR.rup Calc = MJ8 Front Door faces: E Return Branch DetailT, Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 899 899 0 0 0 0 Ox 0 VIFx 2017 -Jun -20 13:39:09 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 ACCA ... Specific\Wyndham Preserve\Lot 16 - 1826 SR.rup Calc = MJ8 Front Door faces: E a• vrw Level 1 Job M Starlight - Wyndham Performed for: Lot 16 - 1826 SR Sanford, FL 32773 Energy Air, Inc Fmrc-4, M0 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-.3729 vmw.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.08 RSU17013 2017 -Jun -20 13:39:20 am Preserve\Lot 16 - 1826 SR.rup FCA VTR 38 CFM level 2 AHU ON METAL STAND 2.5 TON 240V /5KW HP mbr mb& 4" 0 8x 1 2 x 39c 120 7" 8 x 4 wic 18 cfm 8.. 4" c12 Sup Riser 12" 18x8 8 x 4 28 cf n br2 12" 4 10x6 R 40 cfm14x6 5„ q ba2 8 x 4 wic3 3 -VTR 5 cfm T F 8x 1 --fSupRiser6 „ 4 ' 8' 6' 24x18 10x6 899cfm 14x6 94 cfm 10 x 6 96 cfm Loft br3 Job #: Starlight -Wyndham Energy Air, Inc Scale: 1/8" = 1'0" Performed for: Page 2 Lot 16 - 1826 SR 5401 Energy Air, Ct Right-SuiteO Universal 2017 17.0.08 RSU17013 Orlando, FL 32810 2017 -Jun -20 13:39:20Sanford, FL 32773 Phone: 407-886-3729 am Preserve\Lot 16 - 1826 SR.rup www.energyair.com GRenner@energyaiccom RECORD COPY 17-2438. 9Gtr ll k /"'5 n r ? Zto 1 j 0-19 II wr-oIr Z_ Q N of U 0 ZNN w X: 03=-om 1 VUYNDHAM PRESERVE - LOT 16 I PRM -Permanent Ref. Monument PLOD' PLAN o D -Description 0 ao 21cko 0 DIMENSION NOTE: o oI 0 o0 y 4) rnProposedbuildingdimensions o C O k% y off shown hereon are of the exterior. N I hm 3 ,0 o 00 4,800 S.F. ± I N BGP° rn m ooN89'40'51"E WMDHAM PRESERVE 0 m Building Setbacks LOT 16 11 0 Setbacks: Per construction plans for 1MMDHAM Proposed) cc T O ai t c PRESERVE", City of Sanford, a- PROPOSED0 o Seminole County, Florida. a fD Z c Front = 25'r I Gas Meter Rear = 20' Side = 5' POINT OFOF FIP-Found 1/2" Iron Pipe LB7768 FPKD-Found P.K. Nail & Disk L87768 004 FCM -Found 4"x4" Concrete 10.0 -Proposed Design Grade Cq 0.2 As-Built/Existing Grade Note: Some items in above le en may not be applicable) 0-19 II wr-oIr Z_ Q N of U 0 ZNN w X: 03=-om 1 l--POINTOF I COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST I 1/4 OF SECTION 17-20-31 CCR #55989 x Ia3U W IFaAWWIwzAQ Ok to construct single family home with setbacks and impervious area shown on plan. 3o - 2'(a iM,o. 1820 V0ga0p-_ S, LOT 15 i 120.00' S89040'51 "W I 0.---, 30.0' Licensed usiness BFP-Backflow Preventer o I PRM -Permanent Ref. Monument R -Reported o D -Description 0 ao o IIS -Water Meter o oI h W 3800 SALTMARSH LOOPo C O k% y off m RCM -Reclaimed Water Valve N I hm Ck 4,800 S.F. ± I Imo rA ooN89'40'51"E I O V 0 0 25.00 A/C PAD--_0FFE= 31.4 0 Storm Sewer Manhole IN G -Sanitary Sewer Manhole I a- PROPOSED l--POINTOF I COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST I 1/4 OF SECTION 17-20-31 CCR #55989 x Ia3U W IFaAWWIwzAQ Ok to construct single family home with setbacks and impervious area shown on plan. 3o - 2'(a iM,o. 1820 V0ga0p-_ S, LOT 15 i 120.00' S89040'51 "W I 0.---, 30.0' LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 4511.08 feet; thence N.89040'51"E., a distance of 25.00 feet to the POINT OF BEGINNING; thence N.89040'51"E., a distance of 120.00 FEET; thence S.00019'09"E., a distance of 40.00 feet; thence S.89040'51"W., a distance of 120.00 feet; thence N.00019'09"W., a distance of 40.00 feet; to the POINT OF BEGINNING. Containing 4,800 Square feet, more or less. y"' "`•"` LEGEND:ADUSSD-Access Drains a Utilities SidewalkL8 / g / / Licensed usiness BFP-Backflow Preventer 40.7 I PRM -Permanent Ref. Monument R -Reported o D -Description N PROPOSED P -Plat ao 2 STORY RESIDENCE IIS -Water Meter o o LOT 16 P.B.-Plat Book 3800 SALTMARSH LOOP Elevation O o > AREA = RCM -Reclaimed Water Valve o q6 1826 VOYAGER oo a 22 4,800 S.F. ± SW -Sidewalk N ELEVATION - S a FFE-Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet M vi GARAGE - RIGHT P.U.E.-Public Utility Easement A/C PAD--_0FFE= 31.4 0 Storm Sewer Manhole 49.4' G -Sanitary Sewer Manhole 40.7 a- PROPOSED0o FMGD-MAG NAIL & DISK a fD CONC WALK I N89*40'51 "E 120.00' Gas Meter FIR -Found 1/2" Iron Rod LB7768 POINT OFOF FIP-Found 1/2" Iron Pipe LB7768 FPKD-Found P.K. Nail & Disk L87768 LOT 17 FCM -Found 4"x4" Concrete 10.0 -Proposed Design Grade BEGINNING 0.2 As-Built/Existing Grade Note: Some items in above le en may not be applicable) Description Date I Dwn. Ck'd I P.C. I Order No. REVISED AC PAD 1 9/06/17 1 JE 1JDL aW 4 LEGAL DESCRIPTION DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 4511.08 feet; thence N.89040'51"E., a distance of 25.00 feet to the POINT OF BEGINNING; thence N.89040'51"E., a distance of 120.00 FEET; thence S.00019'09"E., a distance of 40.00 feet; thence S.89040'51"W., a distance of 120.00 feet; thence N.00019'09"W., a distance of 40.00 feet; to the POINT OF BEGINNING. Containing 4,800 Square feet, more or less. y"' "`•"` LEGEND:ADUSSD-Access Drains a Utilities SidewalkL8 / g / / Licensed usiness BFP-Backflow Preventer Sight Distance Easement S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L-Florida Power &Light P -Plat FFE -Finish Floor Elevation D.B.-Deed Book IIS -Water Meter O.R.-Official Records Book D4 -Water Valve P.B.-Plat Book Zf Fire Hydrent Elevation RC® -Reclaimed Water Meter Elev. RCM -Reclaimed Water Valve Conc.-Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk Electric Box FFE-Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet a -Guy Pole GTI -Grate Top Inlet jr( Li ht Pole P.U.E.-Public Utility Easement t --Guy Anchor RCP -Reinforced Conc. Pipe -OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) G -Sanitary Sewer Manhole SF -Square Feet . EHHo -Electric Handhole D.U.E.-Drainage/Utility Easement COO -Clean Out FMGD-MAG NAIL & DISK CVM -Irrigation Control Valve P.K.-Parker Kolon Nail Sign SIR -Set 1/2" Iron Rod L87768 WD4-Gate Water Valve SPKD-Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 11.9 -Existing Grade FIP-Found 1/2" Iron Pipe LB7768 FPKD-Found P.K. Nail & Disk L87768 a -Blow -off Valve Drainage Flow Direction FCM -Found 4"x4" Concrete 10.0 -Proposed Design Grade Monument PRM LB7778 0.2 As-Built/Existing Grade Note: Some items in above le en may not be applicable) REVISIONS Description Date I Dwn. Ck'd I P.C. I Order No. REVISED AC PAD 1 9/06/17 1 JE 1JDL BUII.DING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE% City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE% City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) NLY LA Q o nitti119 Aames D-'e+S i1,$......v y,`. FLORIDA PROFESS(%1l. 15t&Q,&'MAPPER NO. LS691.5 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL W 25.0' 0 N II P4 U U) Q to v, Oma N oIX LJ w 0> o> a _CD 0vlo 0 N rR n v n 0 LOT AREA CALCULATIONS LOT = 4,800 SQ.FT. LIVING AREA= 1,826 SQ.FT. GARAGE = 400 SQ.FT. ENTRY = 39 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 49 SQ.FT. A/C PAD = 9 SQ.FT. IMPERVIOUS= 36.2 % SOD = 3,059 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1000 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 200 SQ.FT. SOD = 126 SQ.FT. TOTAL AREA AREA = 5,800 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 249 SQ.FT. SOD = 3,185 SQ.FT. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C -0765H. in Flood Zone "X" DESCRIPTION: PROPOSED LOT 16, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Drawn: MTP I Checked: JDL I P.C.: Data File:BrissonEast-Plat Date: 06/21/17 Dwg:BftsonEwt-Lot1(i Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: RECORD COPY PAL BVI ER r ELECTRIC Starlight Homes 1826 Voyager LOAD CALCULATION June 9, 2017 I. HVAC LOADS 1NEC 2011- 220.82(C)(31- Ml ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.00 TON 5.40 KVA 2 TON 3 TON 4 TON SANFORD 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD c°"AR 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 7- o2438 S KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.07 KVA TOTAL LOAD FOR COMPRESOR @ 100% 5.40 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 10.39 KVA II. GENERAL LOADS fNEC 2011 - 220.82(B)(1)- (4)} LIGHTING 1826 Sq Ft @ 3VA/Sq. Ft 5.48 KVA i 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 12 DISHWASHER 1.20 KVA 1 0.8 DISPOSAL(1) 0.80 KVA 0.8 DISPOSAL(2) 7.2 RANGE/OVEN (1) 1 12 RANGE/OVEN (2) 12..00 KVA 7.2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 2.5 MICROWAVE CIRCUIT 2.50 KVA 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNAAVHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AMP POOL CIRCUIT 19.2 80AMP POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 35.98 KVA 1ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.39 KVA SUB -TOTAL (GENERAL LOADS) )NEC 2011 - 220.82(B)} 20.39., KVA- HVAC LOADS 10.39 KVA GENERAL LOADS 20.39 KVA TOTAL DEMAND LOAD {NEC 2011 - 220.82(A)} 30.78 KVA MINIMUM SERVICE SIZE 128.24 AMPS RECOMMENDED SERVICE SIZE 150 AMPS mow.. i Typical 150 Amp Electrical Diagram RECORD COPY v RECORD COPY 17-2438, Boise Cascade Engineered Wood Products ESG 07/21/2014 R 08/04/2015 n'S the ZiIIVIFLI= f-KAIVIIN6 SYSTEM®, featuring beams, joists and, rim boards that work together as a system, so you spend less time cutting and fitting., In fact, the SIMPLE FRAMING SYSTEM®" uses fewer pieces and longer lengths than' conventional framing, so you'll complete r jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEMS; 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 memoos wnen the resulting reaucea labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they cost no more. Environmentally Sound As an added bonus, floor and roof systems built with BCI® Joists require about half the number of trees as those built with dimension lumber. This helps you design a home both you and future generations will be proud to own. What Makes the SIMPLE FRAMING SYSTEM° So Simple? Q 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. M Ceilings Framed with BCI' Joists The consistent size of BCI® Joists helps keep gypsum board flat and free of unsightly nail pops and ugly shadows, while keeping finish work to a minimum. Q VERSA -LAM® Beams for Floor and Roof Framing These highly -stable beams are free of the large-scale defects that plague dimension beams. The result is quieter, flatter floors (no camber) and no shrinkage -related call-backs. 2 Boise Cascade Rimboard Boise Cascade Engineered Wood Products offer several engineered rimboard products regionally, including BC RIM BOARD® OSB, BC RIM BOARD® and VERSA -RIM® (check supplier or Boise Cascade EWP representative for availability). These products work with BCI® Joists to provide a solid connection at the critical floor/wall intersection. F, Product Profiles, BCI® Architectural Specifications ......... 3 VERSA -LAM® Products, Specifications, Allowable Holes..... 26 About Floor Performance, BCI® Residential Floor Span Tables, One Hour Floor/Ceiling Assembly 4 VERSA -LAM® Details, Multiple Member Connectors ........ 27 BCI® Floor Framing Details .......................... 5-6 VERSA -LAM® Floor Load Tables (100% Load Duration) ......... 28 e BCI® Joist Hole Location & Sizing, Large, Rectangular Holes ... 7 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ..... 29 BCI® Cantilever Details, Web Stiffener Requirements ..... 8-9 VERSA LAM® Non -Snow Roof Load Tables (125% Load Duration). 30 BCl® Floor Load Tables ........................... 10-12 VERSA -LAM® Closest Allowable Nail Spacing ............. 31 BCI®Roof Framing Details ....... , . 13-14 VERSA -LAM® Design Values ........................... 31 BCI® Roof Span Tables .............:............. 15-18 VERSA-LAM®1.8 2750 Columns, VERSA -STUD® 1.7 2650 .. 32 BCl° Roof Load Tables ........................... 19-23 Computer Software: BC FRAMER®, BC CALC® ............ 33 71, BCI Design Properties, BCI AllowableProperties,Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34-35 Boise Cascade Rim Products/Properties ............ Products/Pro 25 Lifetime Guarantee ........................... Back Cover Boise Cascade E`'JP • Eastern Specifier Guide • 08/04;2015 BC1U_oiStS VERSA -LAM® VERSA -LAM® VERSA -LAM® BCI® 4500s 1.8 BCI® 5000s 1.8 BCI® 6000s 1.8 BCI® 6500s 1.8 BCI® 60s 2.0 BCI® 90s 2.0 1.72650 1.8.2750 2.03100 1'/i'T:. 1+/z T 1'i"I _T_ 1 s"i - 1 1 I , 9'/z' 9'/i' 9'/2" 11'/" 3'/2' 11'/" 9'/Z tt 11/ tt 11'/8' ,„ 14,t , 14•• f i 3'/2' ! 3'/2" l t to W. 14" W 11W /8 14" / 14" 16" 16" toI16" to I7%" ( 1 {. 24" I I —I Imo---- --I I I-- I I I I-- I« --+I 1%, 2" 25/16" 29/16" 25/16" 3'/z" 1'/s" 1'/" 3Yz" 3'/V to 5Y4' 1'W. 1'/4" Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3Y2', 5'/1' BCI® and VERSA -LAM® products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports Scope: This work includes the complete furnishing and installation of all BCI® Joists as shown on the drawings, herein specified and necessary to complete the work. Materials: BCI® Joists shall be manu- factured by Boise Cascade Engineered Wood Products with oriented strand board webs, VERSA -LAM® laminated veneer lumber flanges and waterproof, structural adhesives. Joist webs shall be graded Structural I Exposure 1 by an agency listed by a model code evaluation service. Strands on the face layers of the web panels shall be oriented vertically in the joist. The web panels shall be glued together to form a continuous web member. The web panels shall be machined to fit into a groove in the center of the wide face of the flange members so as to form a pressed glue joint at that junction. Boise Cascade PVP • Eastem Specifies Guide • 08'04/2015 Design: The BCI® Joists shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allowable values and section properties developed in accordance with ASTM D5055 and listed in the governing code evaluation service's report. Drawing: Additional drawings showing layout and detail necessary for determining fit and placement in the building are (are not) to be provided by the supplier. Fabrication: The BCI® Joists and section properties shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: The BCI® Joists, if stored prior to erection, shall be stored in a vertical and level position and protected from the weather. They shall be handled with care so they are not damaged. The BCI® Joists are to be installed in accordance with the plans and the Boise Cascade Engineered Wood Products Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to keep the BCI® Joists straight and plumb as required and to assure adequate lateral support for the individual BCI® Joists and the entire system until the sheathing material has been applied. Codes: The BCI® Joists shall be evalu- ated by a model code evaluation service. About Floor Performance Homeowner's expectations and opinions,yary greatly due to the subjective nature of rating a new floor. Communication with the ultimate end user to determine their expectation is critical. Vibration is usually the cause of most complaints. Installing lateral bridging may help; however, squeaks may occur if notliistalled properly. Spacing the joists closer together does little to affect the perception of the floor's performance. The most common methods used to increase the performance and reduce vibration of,wood floor systems is to increase the joist depth, limit joist deflections, glue and screw a thicker, tongue -and -groove subfloor, install the joists vertically plumb with level -bearing supports, and install a direct -attached ceiling to the bottom flanges of the joists. ' The floor span tables listed below offer three very different performance options, based on performance requirements of the homeowner. Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32' minimum plywood/OSB,rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 7/e" plywood/OSB). " Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of;an adjacent span. Span values are the maximum allowable clear "'distance between supports. s' 2 3 See the US version of the Boise Cascade"Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. 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) ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers %" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC= 54n1lC=50 or Add 3%=' glass fiber insulation to fire assembly: STC=55or Add an additional layer of minimum %e' sheathing STC=61 and 9Y2' glassfiber insulation to fire assembly: Boise Cascade E"r • Eastern Specifier Guide 0 8104 /2 0 1.5 THREE STAR***' FOUR STAR***,*`CAUTION MINIMUM STIFFNESS W CAUTION: ALLOWED BY COE * x Live Load deflection liinited to'LI480:' The Live Load deflectiori-limited to LI960+. Live Load deflection limited to L/360: common industry and design commuriity In addition to providing a floor that is, 100% Floors that meet the minimum building standard for residential floorj6ists, 33°/, stiffer stiffer than the`three star floor,' field code L/360 criteria are structurally sound to than L/360 code minimum: However, floor experience has been incorporated into the carry the specified loads; however, there is a performance may still be an issue in;certain values to provide a floor with a premium ' much higher risk of floor performance issues. applications, especially with;9%" and 11%" performance level for the more discriminating.- This table should only be used for applications deep loistswithout a direct=sttached ceilin6. homeowner. where floor performance is not a concern. BCI® Joist Joist 12 16" 19.2_` " r ' 24' 32" 12"'' 16' 19.2" 11, 24" " "32" " 12" 16" 19.2" 24" 32" Seies O.C.o.c. o.c. O.C.. o.c.O.C.O.C. O.C.O.C.O.C.o.c.Depth 4500s 1.8 5 8. 1 01, 0, 10'0 9'7 9 16-8 15-3 " 13-7 11'6 _9" 500051.8 17' 6- I 16'-0" ,I 15-2" '.I X14 1'- - 12-5" 11'-0-;..I..11'-6 10'-01 ;.I 10-0" `I 9'-11." 19'-4" 17'-9" 16'-4" 14'-7" 12'-5" 6000s1.8 18'_Z' 16'-8"..,I 15-a" 14;' 13' qrz, i 11'-0" I, 1i. -0._.I .10-0" I 10'-0"_ I 10'-0".; 20-2". 18'-5" 17'-5" 15'-9" 13'-8" 6500s 1.8 18'x" -_1 17'-1"- -I 16-1" _._,1 „15-0Y 13''::. 11'-6"- 1 11'-0',;-I 10-0',:,- I 10'-0",.. 10'-0',,`- 20'-8' 18'-11" 1T-10" 16'-7" 14'-3" 45005 1.8 20'_0" 18' 4" : I 17 3 , :? I 15 -5"- `;i I ,13-4 '';' 15 -6" - I 14 3, "` I 13'_5x' I 12'_6" ') 11-4"``? 21'-10a : 18"_11" 17'_3" 15'_5" 13'41' 500061.8 20'=9'; _1 .19'-0" ;) O--11"; r16'=7, 13' -0" ;_ 15'-6" -:I 14-9" , 13'-11'_112=11.:; 11-9'-<. 23'-0" 20'-4'.:- 18'.6" 16'-7" 13' 4" 600051.8 21'-7" 19=8" 1 18-7"' I 17-4" I 14 10" 15'-6 I 15-4" -I 14'-5".r 13'-5": 1 12'-1" 23'-10" 21'-10" 26-10 , 1T-11" 14'-10" 650051.8 22'-2" .:I 20'=3" ;.1 1,9 2", „17. 10 I 14-10" 16-0 15'-10" I 14'-11"' I 43'=10"' I 12'-T.' 24'-0"` 2"4' ' 21'-1' . 18'-10" 14_10" 60s20 23-T.':I 21'x" 20-4" `In 18 ,11" +16-4" •; 18'-0 I 16 9' a I 15'-9' = 14'-8' . 13'-3''s 26'-1" < 23'-10"; 22-0" - 21',-0 - 16'-4" 9052.0 26-7"a1 24'3" 22'-10";I 21' "..;.'19'x" ! 19-0 .1 18,10;., 17-8r.,1 16'_5".,) 14'-10", 29'-5" 26'=10"_ 25'-3";_ 23'':76 ,; 19'-4" 450051.8 22-9':;:1 20'-7" I 18'_9"::1.r 16,-_,-_ '1 11"' 17'-10"- 16'_37-) 154";- I 14'_3" I 13'_0" 23'_10" 20'_7"' 18'_9" 16'_9" 13'_11" 500051.8 13'-5" 25-T 22'-1" 20-2 18'4" 13-11" 6000s 1.8 24 ,. 22-5" •-1 21=2+ jIa 19-6". 15'-5" 19-2"' I 17 5"_; 1 16' 6"•..1 15-4' - I 13-11" 27-1' -. 23'-11" 21'-10'l; 19'-0" 15'-5" 14" 6500s 1.8 25'-2" - 23'-0" 211"' I,r20'4" 1 15'-5" 19'=8"„ 1 17'-11"', I 16'-11". ( 15'-8" 14'_3°., 27'-9";.: 25'-2'. 22'-11", 20'-0"; 15-5" 60s2.023-0'W'`I,21:- 1 16'"' 20-11" 119-0"" ,17-11'' 16-7" 15'-1" 29'-7" 27'-0' 25 -6" 21-10"` 16'x" 90s2.0 30-T 27'-5' `,I 25'-10'-li`24(=0' _'1 19-6" 23'-6"r 21-4 ` 1 20'-0 1 18'-6' `I 16-9" 33'-3" Y 30-4 28'-7" = 26-0 : 19'x" 450051.8 257Z_1ri1, 14 17'-0",..,1 15'-10'!:1 14'_1",, 25'_5:, 22'_0";;, 20 1"., 17'_11" 14'_1" 60005 1.8 23'_4" ;1 „20, 10': 164' 27'-2" :, I 19'", . I 18'_2" 16'-11 "' I 15'x" : 29 6':';. 26-6", 23'-4" 20'-10" 15-9" 16" 650051.8 274"," 7 -9" .,1 25-9 „:) 23'-11';1P 21 1 ,- I 1,5 9" 21'_9"' I 19'-9 18'( I 17' " 15'4" , 30'L8" 26'-11"' 24'-0' " 21-1" 15-9" 605 2.0 29-T"; { 27-0 ": I 25 6' 121-10" 1 16'-4' 23 2 `-: I 21'-1 ' - 19'-10`. I 18'-5". ;; I 16'-4' :' , 32'-8'. ' 29-10". 274r: ` 21-10" I 16x" 90s2.0 33-4', 1 30-4",-_1 28 7-, 1,26 2 1, 19 7,`, , 26 -0'! _ 23 7"ti-I 22'-2",`=I 2d_-6,' , 18 7 s, 36'-10' . 33-7";; 31-8',':- 26'-2",, 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psf dead load (12 psf dead load for 90s 2.0 joists). Span values assume 23/32' minimum plywood/OSB,rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 7/e" plywood/OSB). " Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of;an adjacent span. Span values are the maximum allowable clear "'distance between supports. s' 2 3 See the US version of the Boise Cascade"Fire Design & Installation Guide for specific specific assembly information and other fire resistive options or contact your local Boise Cascade representative. 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) ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o.c. or less. 3. Two layers %" Type X or two layers %" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC= 54n1lC=50 or Add 3%=' glass fiber insulation to fire assembly: STC=55or Add an additional layer of minimum %e' sheathing STC=61 and 9Y2' glassfiber insulation to fire assembly: Boise Cascade E"r • Eastern Specifier Guide 0 8104 /2 0 1.5 NOTE When installing Boise Cascade EWP The illustration below is showing several suggested BCI® blocking or 2x4 "squash" block on each products with treated wood, applications for the Boise Cascade EWP products. side required when supporting a load-bearing use only 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.) 8' on center max. Fasten at each joist with 2-8d nails minimum. \ Dimension lumber is not suitable for use as a rim board in BCIQ9 floor systems. fi 0_ 1 BCI® rim joist. See page 6. 1 BOISE CASCADE® Rii See pages 6 and 25. For load bearing cantilever details, see page BCIO Joists, VERSA -LAM"' and ALLJOIST"must be stored, installed and used in accordance with the Boise Cascade EWP Installation Guide, building codes, and to the extent not inconsistent with the Boise Cascade EWP Installation Guide, usual and customary building practices and standards. VERSA -LAMB', ALLJOIST11, and BCI® Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM", ALLJOISTn and BCI1' Joists are intended only for applications VERSA -LAM® header or an BCI® header. 11h" knockout holes at approximately 12" o.c. are pre -punched. J' See page 7 for allowable hole sizes and location. VERSA -LAM® LVL beam. Endwall blocking as required per governing building code. BCI® Blocking is required when joists are cantilevered. that assure 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®, ALLJOISTO, 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 BCI® JOISTS UNTIL ALL There are some differences between engineered wood HANGERS, BCI® RIM JOISTS, RIM BOARDS, BCI® BLOCKING products and traditional lumber products in terms of product PANELS, X -BRACING AND TEMPORARY 1x4 STRUT handling: Avoid handling and storing BCI®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 r +` k the first eight feet of BCI® Joists and the first course of sheathing. As z 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. tt Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area. or braced end wall. and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install,temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI® Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. Boise Cascade PAP . Eastern Specifier Guide - 0&'04/2015 Additional floor framing details available with BC FRAMER° software Nail Boise Cascade Rim board to BCI° Joists with 8d nail into each flange. Rim ` Dimenn' sion lumbl er is nottsuitable for use as rimboard with. BCI° Joists. Dimension lumber is not Blocking may be required suitable for use as rim perpendicular to wall, board with BCI° Joists. consult design professional of record and/or local building official. Top Flange or Face Mount Joist Hanger VERSA -LAM® 1 . For load bearing wall above stacked over wall below). BCI° Joist blocking. F02BCII II € FOS" ne _ i One 8d nail r /each side at 1; 1ft be aI It I F+—JL%" minimum bearing I length (13/a" required for 18" and deeper joists) To limit splitting flange, start nails at least :I%" from end. Nails may need to be driven at an angle to limit splitting of bearing plate. Blocking maybe required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. 1• Load bearing I wall above stacked over f wall below) 1 Backer block Double BCI® Joist Joist minimum l2"- wide). Nail with 10-10d nails. 110r1 ter. COr1 F'IlerBlock Hanger 5000s see chart below) Filler block. Nail vvel}rnier FAIwith10- 10d nails. Nailing 12" on -Center Backer block required where top flange Connection valid f joist hanger load exceeds 250 lbs. applications. Contact Boise Cascade Install tight to top flange. EW P Engineering for specific conditions. LAItKALbUFVUKI BCI® Joists shall be laterally supported atthe ends with havers, rimboard, BCI®rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floor dia hragm per IRC in high seismic areas, consult local bui ding official. MINIMUM BEARING LENGTH FOR BCI® JOISTS Minimum end bearing: 1W for all BCI®Joists. 3%" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC . CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joiki Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI® 6500s/90s rim joist: Toe -nail top flange to rim Bdoist with 2-10d box nails, one each side of flange. e rim joist, rim board or BCI® blocking panel to , support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI JJoisttosupport: 2-8d nails, one on each side of the web, placed 11/2 inches minimum from the end of the BCI Joist to limit splitting. Use of BCI° rimjoist requires 2x6 wall for minimum ioist bearine. 1: Solid all po from to be< below Double Squash Block Vertical Load bfk ' Joist Spacing [in] Size . 12 F i6 ' ' 19.2 24 2x4' 4463 13347 1 2789 2231 2x6 7013 15259 14383 3506 1. Squash blocks are to be in full contact with upper floor and lower wall plate. 2. Capacities shown are for a double squash blocks at each joist, SPF or better. 1 Sheathing or rimboard C105 ure BCI° Joist blocking required for cantilever. _. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered in all cantilever designs. sheathing to 13L;I-joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12 o.c.inthe field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer S than IRC. Maximumbracing spacing forfulllateral stabilU. 18" for BCI® 4500s & 5000s, 24" for larger BCI joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Senes,. BackerBlocKThickness Filler, BlockThickness '. 4500s 5/a" or 3/a Two %" wood panels or 1.8 wood panels 2x 5000s 3/a" or 7/8 '1 Two 3/a" wood panels or 1.8 wood panels 2x - x6000s6000s11%" or two 1h" 2x +'h6" or 1.8 wood panels 1z" wood panel 6500s 11/6" or two 5/6" 2 x + 5/6" or 1.8 wood aneis 3/," wood panel 60s2.0 11/s" or two 1h" 2x +'h6" or 2500 wood panels 1h" wood panel 90s2.0 2x lumber Double2x_lumber Cut backer and tiller blocks to a maximum depth equal to the web depth minus 1/a" to avoid a forced fit. BCI° Joist blocking. 1 BOISE CASCADE° Rimboard' Note: BCI°floor << joist must be designed to carry wall above when not stacked over wall below. Blocking required underneath braced wall panels and shear walls, consult design professional of record. BCI® Joist Slope Cut Reinforcement Detail below restores original allowable shear/reaction value to cut end of BCI°joist. BCI° Joist shall not be used as a collar or rafter tensionbe. 2 x 6 min. rafter. Rafter shall be supported by ridge= or other upper bearing, 6 12 mm e mamax. BCI°' Heel , depth below)K 1_1 4" 2x blocking required at bearing (not shown for clarity). 23/3 11 min. plywood/OSB rated sheathing as reinforcement Install reinforcement with face grain horizontal. Install on both sides of the joist, tight to bottom flange. Leave minimum %<" gap between reinforcement and bottom of top flange. Apply construction adhesive to contact surfaces and fasten with 3 rows of min. 10d box nails at 6" o.e. Alternate nailing from each side and clinch. Minimum Heel Depth End Roof Pitch " Wall Bearinq 6/12 ,7112 8/12 9112 10/12 12%12' 2 x 4 4%" 45/,e" 41/." 4'/." 41/." 4'/." 2 x 6 33/8" W,,e"25/,6" 2-' 2s/,s" 1 2'h" WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI® JOISTS FROM THE WEATHER BCI° Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI® RIM JOISTS AND BLOCKING 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Boise Cascade EV'\/P • Eastern Specifier Guide • =041Q015 Vertica Load Capacity Pik Depth 91 . Sene o nl, NW S W S m 91/1„ 4500s 1.8, 5000s 1.8, 2300 N/A6000s1.8 6500s 1.8 4500s 1.8, 5000:8, 2150 N/A6000s1.8 6500: 1':8, 60s 2.0, 90s 2.0 2500 N/A 4500: 1.8, 5000s 1.8, 2000 N/A 14 6000: 1.8 6500s 1.8 60s 2.0, 90s 2.0 2400 N/A 4500s 1.8, 6000s 1.8, 1900 2500 16” 6500s 1.8 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Boise Cascade EV'\/P • Eastern Specifier Guide • =041Q015 J BCI® Joists are manufactured with 1'/i' round perforated knockouts in the web at approximately 12" on center Minimum spacing = 2x greatest dimension of largest hole (knockouts exempt) see table below) No holes (except knockouts) allowed in bearing zones see table below) A 1'/2" round hole may be cut anywhere in the web. Provide at least 3" of clearance from other holes. DO NOT cut or notch flange Doo' cut in web area as spe Aed 04 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. Do not cut holes larger than 11/2" round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/2' For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 1%" round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1%" knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC® software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC® software. Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist Multiple Span Joist See Max Hale Size on T hole / Chart for Joist Depth h Joist Span ----J Minimum 2x diameter/ width of largest hole Simple Span Joist VV Min Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC® sizing software. Boise Cascade EWP • Eastern Specifier Guide • 08:84/20015 Maximum Hole Size :+ Joist Simplex Multiple Depth Span Span..• .r 9%.- 6" x 14" 6" x 12" RoundmetHoleDiaer[in] 2 3 4 5 6': 6'/z 7 8%a 19 10 " X11 12 13 REr Rectangular Hole Side 3 in Any 8 1'-0" 1'-1" 1'-5" 2'-1" 2'-9" 3'-1" 3'-5" 9 Span 12 1'-0" 1'-2" 2'-2" T-2" 4'-2" 4'-8" 5'-2" i Joist i161'-0" 1'-7" 2'-11" 4'-3" 5'-7" 6'-3" 6'-11" Round Hole Diameter;[in]' 2,: 3 ; 4 5 ( 6 6'/z 7 8 8'/e I 9 ; 10, ; 11 12 13 Rectangular]Hole Side ( Ain 2 3 4 5 7, 8 8 1'-0" 1'-1" 1'-5" 1'-10" 2'-4" 2'-7" 2'-10" T-4" T-9" Any Span 12 1'-0" 1'-4" 2'-1" 2'-10" T-7" T-11" 4'-3" 5'-0" 5'-8" 11%, Joist 16 11'-0" 1'710" 2'-10" T-9" 4'-9" 5'-3" 5'-9" 6'-9" T-7" 20 1'-1" 2'-3" 3'-6" 4'-9" 5'-11" 6'-7" 7'-2" 8'-5" RoundHgoleDiameter[in]I 2> 3 .5 6_ 6'/2. 7 8"',8'/e 90 11 12 '` 13 Rectan ular Hole Side 8 11'-0" 1'-1" 1'-2" 1' 3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" T-4" T-8" Any 12 1'-0" 1'-1" 1'-31" 1'-10" 2'-6" 2'-10" 3'-1'` T-9" 4'-3" 4'-4" 5'-0" 5-7" 14" Spa 16 1 -0" 1'-1" 1'-8" 2'-6" T-4" i T-9 " 4'-2" 5' 0" 5'-8" 5'-10" 6'-8" 7'-5" Joist , 20 1'-0" 1'-1" 2'-1" 3' 2" 1 4'_2" 4'-8" 5' 2" 6'-Y 7'-2" 7'-3"8'-4" 9'-4" 24 11 0 1'-4" Z-16" 3'-9 5'-0" 5'-8" 6'4" T-6" 8'-7" 8'-9" 10--0-- 0'-0" RoundRoundHole Diameter Rectan ular Holeg in] 2 Sidei 8 1,-0,. 3 - 1'-1" 4 V-2" 5 6. V- 2 V-3' 6'/ I 1'-3" i 7 1'-3" 8 3– V-7" 8% 5 V-11" 9 5 2'-0" 10 6 2'-5" 11 8^9 2'-9" 1 12 13 10 T-2" IT -7" Any 12 V-0" 1 -1" 1'-2" 1' 2 1'-3 1'-6" 1'-10" 2--5" 2'-11 T-0'. T-7" 4'-2" 4 9 5'-4" 16 Span 1 ft 16 1 0" L 1 1" 1'-2" 1'-2 1 1'-8 2 1" 2'-6" 3 3 3'-11 4'-0" 4'-10" 15'-7" 6--4" T-2" Joist 20 , 1 -0" 11 1' 1 2 1'-2 2'-1 2'-7" T-1" 4 1 4'-11 54" 6 0' j 7 -0" 8 0" '8'-1 1 24 i 1'-0" T -1" r1 2 1'-4 2'-6 T-1 9" 14 11 15'-11 6'4" J7 -3" 8'-5" 9--7" 110'-9" For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 1%" round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1%" knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALC® software to check other hole sizes or holes under other design conditions. It may be possible to exceed the limita- tions of this table by analyzing a specific application with the BC CALC® software. Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist Multiple Span Joist See Max Hale Size on T hole / Chart for Joist Depth h Joist Span ----J Minimum 2x diameter/ width of largest hole Simple Span Joist VV Min Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC® sizing software. Boise Cascade EWP • Eastern Specifier Guide • 08:84/20015 hole See Max Hole Size an 1Z hole h Joist Chart forJoist r - Multiple Span Joist l2'-0'Min#' Multiple Span Joist l2'.0'Min Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. Maximum Hole Size :+ Joist Simplex Multiple Depth Span Span..• .r 9%.- 6" x 14" 6" x 12" 117/," 8" x 16" 8" x 13" 14" 9" x 18 8" x 16" 10" x 17" 16" 11" x 18" 10" x 14" 12" x 16'' hole See Max Hole Size an 1Z hole h Joist Chart forJoist r - Multiple Span Joist l2'-0'Min#' Multiple Span Joist l2'.0'Min Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. U I v I A-:.1. v. A 0 I 0 I X I o I X 0Xl0 o I c'0. 0 361 0 1 0 1 X I:X1x X 1 x X+'iX Joist Spacing in 26 0 0 38 0 j X' I X X X X; X X X 0 0 40 0-(:X' j X 1: X I X I X i X X x 0 1 170-- o 24 0 0. 0 1:0 1'0 j 0 0 x, X N ..34 m, 26 0 0 0 0 O I X 0 K, X 0 1 0 WS 28 0 '0 0 0 1 0 I X i X I'Xt 0 X 0 WS:;X i X; 30 0. 0 0 0 j 0 1 X' X X X 0' `0 0 '0` 0:320 24 0 0' 0X,XIX'X'X 0`,=0 i 0 ` 36 0 r 0 0 A., 26 28 34 0 o'- 'o X 0 X` X X X ix O 0` 36 0 0 X,:OX 32 XIX` - X° X 0 ;-1 0 .V G•X 38 0""0 X X X I X'I X X X 2 36' 40 0..=.0 I X X,I X.IX(x' Xialx 36 0 -0, WS 241 0` 0 1 0 0 0 0 ' 0( 0, X 0`WSIxX, X_ 26 0' 0 0- 0 0 0 0 'X X U I v I A-:.1. v. A 0 I 0 I X I o I X 0Xl0 o I c'0. 0 LJVI dV1.7L.7 24 0 = 0 ( 0 1:,0 n 0 }}WS' 0 l' 35 45 55 Joist Spacing in 26 0 0 0 01 0 IWS, ' x m 28.0 0 ! 0 0 0 WS 0 24 30 0 0 I WS 0 0 1 170-- o 0& 32 0 0 WS.'.0` o 0` X N ..34 m, 0 0 WS 0 WS I X 0 j 0` x 36 0 1 0 WS 0 WS r X Fo 0 0 380 0 WS 0 WS:;X i X; 0 .1 0. 40 0 0 0 34 0' `0 0 '0` 0 : °X° 24 0 0 0:"0 y oo; 0`,=0 i 0 ` 36 0 r 0 0 A., 26 28 0 0 0 01,0 0 0 0 0 -0 0 0 IWSI 0 1 1 38 300 0 O 0` 0" WS 0 o 32 0 .0,1 0 0 0 ;-1 0 .V G•X 0, ' 0 34 0 0 WS" 0 0 1 - 1 ,0 ' WS 2 36' 0 :b WS 0 i• 0";, 1 0 0 0 36 0 -0, WS 0- 0 X i 0 0, WS,: 0 40' o -0 1 0`WSIxX, X_ LJVI dV1.7L.7 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated 9 sheathing, exposure 1, 48/24 span rated.±+ The face grain must be horizontal (measure the 48" KEY TO TABLE dimension along the long edge of the panel). 0 .... No Reinforcement Required j°i WS .... Web Stiffeners at Support 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, 1 .... Web Stiffeners Plus One Reinforcer stagger the nails to limit splitting the joist flanges. 2 .... Web Stiffeners Plus Two Reinforcers j 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. X .... Use Deeper Joists or Closer Spacing 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. Boise Cascade EWP - Easern Specifier uide 03 04/2015 Ii t ° 1 _ w Roof Total Load sf X—. n 2 35 45 55 Joist Spacing inHHom 16119.21 24x 16 119.21 24 1 16' 19.2 24 1 16. 19.2 24 24 0 0, 0 0 0; 0; w, 0 r 0 1 o o 26 0 '0 , 0 'o o 0 o 0 X 26 m, 28 0 0 0 to o o= 0 0` x WS 4 t30 0,, 0 ,0 "o;..0. 1' 0 0 X b o 32 0 =0 ,:0. i0 0 .1 0. 0 X 0 0 34 0' `0 0 '0` 0 : °X° 0,X 1 X y oo; 32 36 0 r 0 0 A., 0 ;X' i7 1 x 0 1 1 38 0 0 0 0.. 0 .X" 0 1 111 "X 0 Ws 4.0 0 ,,0 -1. `.Q' 0 X'`.0 rt• X G•X 0, ' 0 1,,0 1,o 1,9, WS 0 WS 2 38 0 0 0 0 0 1 0" WS 28,0 p p io:: 0, WS,: 0 0- X 0 o` 3,0 0 0 o ;0, 0 1 1 0 0 X 32 0 °"o 0 °0' 0 ` 1 0 1-X 26 0 0 0 0 0 0 6 o, 0 WS 0' 0` X 0 1 X i0 0 38 0 0 1 >0 0' X' 0 1 X 30 40 0 s0 _1 _O; J1'X: 1. X- X 24 0 0 0 0: 0 0 0 0 0 b 0 26 0 :0 0 0" 0 .o 0 0 i 0 0-,0 28 0 -0 0 .0 0 0,0 0 0 30 0 0 0 ;0 00 0 0 0. 0 as 32 0 -0 0 O:0 0 0 0, 0 00 34 0 0 0 ,.0 0 0 0 0_ 1 36 0 .0 ' 0 '0 0 0 0 O l t 38 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0-11M 40 10 0 I;0 0. 0. 0S 0 0 1 2 f:24 r 0 0" "0 0 "0 0 0'j 0 OL WS 28 26 0 0 0 0 0 WS b 0 0 j WS I 0WS 28 v0 0' 0 0 30v_.. 0- o 1. 1 0 m, 30 0 '0 0 0 0 WS 0 WS X 0 0 0 0 y 32 0 0 0 0 IWS 0 WS X o 34 0 o WS 0 1 0 WS 1 X b 0 c 36 0, 0 WS 0 0 X` 0 WS. X 0 WS 38 0 0 WS 0 WS' X 0 X X 42 0 0 WS 0 " 0 WS 0 WS ' X WS WS X j X 1 ,,< 42 0 0 W§0 1 WS ,XWS 0 X I X l<X 0 0 o( 24 0 0 0 0 0 WS 0 0: W o o 0 o; 0o O 26 0 b 0 OL 0 WS 0 0 jWS 0 0 32 34 28 0^ 0 0 0 0 WS 0 i WS!, I WS WS WS 1 1 30 0 , ` 0 Ws-' 0 0 1 WS 0 WS 1 0 1 O'1WS4 jWS++_ 32 0', '; 0 WS <o o 1NS'' 0 WS" 2: 0• 0 c'34 0 0 0 WS :0 WS 1 0 WS,. X N 36 0 `0 WS ...;.0 _ WSJ 1 0 WS' x 0 38 o 0 WS 01 WS 11' WS; 1 X 40 0 1.;0 WS ,.O WSI 2 ;WS 1 .I,X 28 24 0 j"0' '0 0 j. 0 j 0 0 1 0 WS 1 26 0 o' 0 0_ 0 0 0 0 IWS WS 0 28 0 0 0 0 0 VVSL 0 0 32 WS 0 m' 30 0 ,0 0 0 0 WS 0; 0 l' 1 uoi o. 32 0 .0 .•.0 0:'0 IWS: 0 JWS IWS 1 i WS 0 34 0 0 0 0 0 WS, 0 WS, 1 tem 36 0 -0 WS " 0"' O' WS 0 WS 38 0 0 SEw 38 0 0 WS 0 0 1. 0 1 1;:2 1 40 0 0 WS0 WS j 1 0 1; 2 0 0 e 24 0 0, 0' 0- oJ 0' 0 0 i!WS 26 0: 0 ;0 0 0 0- 0 0 WS 28 0 0" 28 0 0 0 0' 0 WS 0 0" WS W S 30-00 0 0 0 ,. WS 0 0 WS s o. 32 0 0. 0 10, o WS o WS 1 0 n 34 0 :0 .0 0 0 ; WS 0 WS 2 coo m 36 0 0 WS • 0. 0 PS. 0 WS 2 1 WS WS 38 0.... 0 WS 0 0 1 0 11 2 0 IWSI 0 1WS1 400 0 WS :0' WS 1I v I 1 12 40 1 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated 9 sheathing, exposure 1, 48/24 span rated.±+ The face grain must be horizontal (measure the 48" KEY TO TABLE dimension along the long edge of the panel). 0 .... No Reinforcement Required j°i WS .... Web Stiffeners at Support 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, 1 .... Web Stiffeners Plus One Reinforcer stagger the nails to limit splitting the joist flanges. 2 .... Web Stiffeners Plus Two Reinforcers j 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. X .... Use Deeper Joists or Closer Spacing 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. Boise Cascade EWP - Easern Specifier uide 03 04/2015 Ii t ° H Roof Total Load sf X—. n c 35 1 45 55 ostSpacing firilo ° 16119.21 24 16 19.2 24 16 19.2 24 24 o Io: o o o a o o ws 26 0 0 0 0 0 0 0 o WS 4 268 0 0' o o ti b o o Ws 30 0 0 0 0 0 WS 0 0 1 y oo; 32 o 0 0 0 0 WS 0 0 1 1 34' D 0 0 0 0 Ws rt• 36 0, ' 0 1,,0 1,o 1,9, WS 0 WS 2 38 0 0 0 0 0 1 0" WS X 400 0 1 WS 0 0 1 0 1 X' 02600000 0 0 0 28 0 0 i0 0 0 0 0 0 0 30 0032:...00 b 0 0 ' 00. T`rn. 34 0-,0 0 0 0', WS' 0. 0 0 36 Q 00 00 0 0 i 40 24 0 0 0 0 0 0 D 0 0 0 0 0 0 0-11M 0 1 26 0 010 0 r 0 j WS 0, 0 WS 28 0 0 4, 0 0 0 I0 jWS_ I 0WS m 30v_.. 0- 0 0 0 WS 0 wSOAS a 0 32 34 0 0 0 0 0 WS 0 0 0 0 WS0 WS 0 WSi AWS 1 X U) 36 38 0 0 0 0 WS WS 0 OWS 1 0, WS 1 b 0 l WS I WS I- X X 40 0 0 WS 0 WS 1 WS' WS I X 42 0 0 WS 0! WS j X WS 1 j X 240 0 o" 0 0_j 0 o; 0 0 o( 0 CWS 28 30 o 0 o 0 A0 o o 0 o; 0o O ws j 0 AWS 0 o 9– l o 0 ws Ms WS 0 0 32 34 0 0 0 0 0 0 0 0 0, x 0 WS 1 WS 0 e 0 0 WS WS WS 1 1 m 36 38 0 0 0--0---— WS WS 0 0 0 1 O'1WS4 jWS++_ 0 WS WS 1 l 2 40 0• 0 WS 0 jWs,WS, 0 JVVSj 2 24 0 0 00 1 0 00 0 WS 26 28 0 0 0 0 0 WS 0 I _0 WS 30 0 0 0 OTO WS 0 t 0 IWS 0 32 0` `0' 0 0. 0 WS 0 WS 1 uoi 34 0 0 0 0 O IWS 0 i WS 1 36 0 0 S0D W 0. WS 2 38 0 0 SEw 0 0 WS 0 WS 2 40 24 0 0 0 0 S 0 0 0 WS 00 WS 0 0 0 jWS 10 2 jWS 0 0 0 JWS 28 0 0" 0 0 0 0 0 1 0 W S 0 30 0 0 0 0 o WS 0 0 WS w 32 0 0 0 0 0 WS 0 0 WS coo 34 0 0 0 0 0 IWS 0 1 WS WS 36 38 0 0 0 0 0 1 0 10 0 0 IWSI 0 1WS1 0 0 TWS AWS 1. 40 1 0 1 0 1wsl 0 I o Jwsl 0 I WS j 1 24` 26 0 0 0 0 0 0 0 0 1 0 0 0 0 0 ) O i 0' 0 0 0 28 0 ^0 0 0 0 0 0 00 0 o. wN 30 32 p p . 0 p. 0 0 0" 00-0 111111,'''"'.. 0 0 0 I 0 p I. 0 0 m 34 36 38 0 0 0 0 0 00 0 0 0 0 0 0 0– 4 1 0 1 0 0 0 6 0 1 0 1 0 0 0 , WS WS 1 40 0 0' 0 0 0 0 1 0 1 0 1 1^ 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated 9 sheathing, exposure 1, 48/24 span rated.±+ The face grain must be horizontal (measure the 48" KEY TO TABLE dimension along the long edge of the panel). 0 .... No Reinforcement Required j°i WS .... Web Stiffeners at Support 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, 1 .... Web Stiffeners Plus One Reinforcer stagger the nails to limit splitting the joist flanges. 2 .... Web Stiffeners Plus Two Reinforcers j 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. X .... Use Deeper Joists or Closer Spacing 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. Boise Cascade EWP - Easern Specifier uide 03 04/2015 Ii t ° Roof Span PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 13/32" min. plywood/OSB or rimboard closure. Nail 23/32" Min. x 48" long plywood / OSB with 8d nail into each rated sheathing must match the full depth of the BCI® Joist. Nail to the flange., 21-6" BCI® Joist with 8d nails at 6" o.c. and Minimum Width nail with 4-8d nails into backer block. PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 13/32" min. plywood/OSB or rimboard closure. Nail 23/32" Min. x 48" long plywood / OSB with 8d nail into each rated sheathing must match the full depth of the BCI® Joist. Nail to the flange., 21-6" BCI® Joist with 8d nails at 6" o.c. and Minimum Width nail with 4-8d nails into backer block. Structural Panel When reinforcing both sides, stagger reinforcement nails to limit splitting. Install with 3/." horizontal face grain. 2" min. 5-16d 2'-0" The tables on page 8 assume a wall 4" max. 6500s 1.8 weight of 100-plf, in addition to the 1" or roof loading shown. Applications with The tables and details on pages 8 and 9 indicate the loading that exceeds the loads shown type of reinforcements, if any, that are required for load- shall be analyzed with BC CALC 2'-0" bearing cantilevers up to a maximum length of 2'-0". software. Cantilevers longer than 2'-0" cannot be reinforced. These requirements assume a 2'-0" However, longer cantilevers with lower loads 100 PLF wall load. Additional support BCI® Joist blocking required for. cantilever block may be allowable without reinforcement. Analyze may be required for other loadings, qW Uplift on back span shall be specific applications with the BC CALC® software. see BC CALC® software. considered in all cantilever designs BCI® Joists are intended only for applications that Fasten the 2x8 minimum to the BCI® Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI® 90S 2.0 joists. Clinch all nails. BCI®Joist blocking Wood backer blockWoodStructural 2x Closure Panel Closure See page 6 of Eastern 2x8 minimumI \ Specifier Guide BCI Joist 41-1— `Drywall Ceiling or Back Span. Maximum Wood Structural I- Panel Soffit ` 1/3 Back Span Not to exceed 4'-0" 3%" min. These details apply to cantilevers with uniform loads only. bearing It may be possible to exceed the limitations of these details by analyzing a specific application with the BC CALC® software. BCI* Joist Series F,o'r Structural Capacity Min ;.Thick) See Web Minimum Width 4500s 1.8 Stiffener Small Gap: W. min., max. 0/16" NailinSchedl Webchart 3/." Stiffener 2" min. 5-16d Width ' 4" max. 6500s 1.8 1" or 60s2.0 3., M ?' Gap 90s2.0 2x4 lumber (vertical) u ti Clinch _ Nails77— 2" min. 4" max. TightFit Web Stiffener required when concentratedload exceeds 1000lbs Web stiffeners applied to both sides ofthejoistweb BCI* Joist Series F,o'r Structural Capacity Min ;.Thick) Lateral Restraint ; in Hanger Minimum Width 4500s 1.8 s/" ' 0/16" 5000s 1.8 3/." 25/16" 6000s1.8 5-16d 16 6=16d ' I 25/i6" 6500s 1.8 1" or 60s2.0 3., M ?' 25/16' 90s2.0 2x4 lumber (vertical) visa Cascade F1,W •Eastern Snecifzr Guide • 8/04,'2u15 NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI® Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer's installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI° 90s only). For Structural Capacity: Web stiffeners needed toincreasethe BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners maybe of multiple thickness e.g., BCI® 6500s, double'/V panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI® Design Properties on page 24 or the BC CALC® software. Minimum 1% Times Cantilever Length Back Span Joist s: Depth . r14144500s1.8E Section View Maximum 1/3 Back Span not toexceed 4.-0„ L-tid' I 2-8d 2- 6 0s2.,0-- 91/2' 2-8d 2-8d 6000s 1.8 11% 2-8d . 378d,;., 14;, 2-8d 5-8d 16" 2-8d 6-8d 5-8d 9'/z 2-8 2-8d 6 0s2.,0-- 11%11 2-8d. I 3-8d 14" 2-8d 5-8d 16" 278d< l 6-8d 11'/a 3-16d: 3-16d_ 14 5 16d . 5-16d 16 6=16d ' I 6-16d Allowable Uniform Floor Load in pounds per lineal foot [PLF]) Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is' not shown, the Total Load value will control. Table values apply to either simple or,multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of'any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing,lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EVP • Eastern Specifier Guide • 08/04.12015 k BCI®4500s 1.8 Series 13/"'Flange Width B -V 5000s-1 81 Series 2" Flange UVidtli = = 9'/" BCI® 4500s 1.8 11'/' BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/ BCI®.5060s 1.8 BCI® 5000s '1.8" 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 Coad Total Load Live 4 " Load Total;'1 LiS 6 280 300 313 316 280° 300 313J 7 240 257 268 271 240 257 268 8 210 225 235 237 210= 225 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 1150 156 158 991, 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%x'.96 86 120 425" 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 21 si 43 65 57 74 22 50 67 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is' not shown, the Total Load value will control. Table values apply to either simple or,multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of'any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing,lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EVP • Eastern Specifier Guide • 08/04.12015 r Allowable Uniform Floor Load in pounds per lineal foot [PLF]) Boise Cascade EbVP - Eastern Specifier Guide BCI° 6000s- 1.8 Series 2516" Flange Width" fi` BCI® 6500s 1 29lange UVltlth 9,11 BCI®6000s: 1.8" 11'/8 BCI® 6000s 1.8 14" BCI® 6000s 1.8 16.. BCI®6000s 1.8 BCI®`6500s BCI® 5500s 1.8 F BCI®6500s k 16" BCI®6500s. 1.8 Span Length Live Load Total. Load. Live Load Total Load Live Load Total Load Live .Total Load Load Live;„"Total Load" Load; Live Load. Total. Load Live Load:; Total-- Load.. Live, Load Total Coad 6 320: 333 346 353 320. 333` 346;,, 353 7 274 ` 285 297 302 274'" 285 i' 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 a 208. 212 11 141" 174 181 189 192 153 174- 181 189 192 12 1,12., 160 166 173 176, 121;: 160 ;; 166 _ 173; ..- 1761 13 89 14T 144 153 160 163 97 147 ; 153 i 160 163 14 73 129 117 142 148 151 79- 1377 ; 129 142, 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 f 64 110 ` 91 115 „ 117 19 50 89 72 106 96 111 54 99 78 109f' 104 111 20 43 81 62 96 83 106 47 89 68 104 90, 106 21 54 87 72 99,E-.. 41 81 59 , 96.' 78 100 22 47 79. , 63 90 51 88: 69 96 23 42 72 56 83., i , 45 ,: 80 60 92 24 49 76 53.,. 84 25 44 70 47 , Z7 26 42 72 27 28 29 30 Boise Cascade EbVP - Eastern Specifier Guide Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BC18 6Qs 2.0 Series BCI® 90s 2 O Series 25/I6" Flange Width 3'/2' Flan e°V1/idth 11'/" s 14" 16" 11'/8';. 14" 16" BCI® 60s 2.0 BCI®;60s 2.0 BCI® 60s 2.0 "BCI®906:2.0'1-1 BCI® 90s 2.0 BCI®r90s 2 M Span Live Total Live, Total Live Total Live .Total:. Live Total Live Toi Length Load Load Load Load Load Load 1,10dd,f Loadu Load Load 4 Load,,,.. =Lo 6 366 366 366 450 453 456.>" 7 314 314 314 385' 388 391 8 275 275 275 I 337.1; 340 34Z 9 244 244 244 j X300 ' 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. 14 155 157 157 157 194 15 128. 146 146 146 180 181 182 16 107 137 137 137 152168 170 171 17 90 129 129 129 129 158{> 160 18 77 122 11D ', 122 122 110 150:- 151 r' 152 19 66 115 95, 115 115 95 142,. 134 143 144_ 20 57 110 82 110 109 110 83 135_ 117 136 137" 21 50 100 72 " 104 95 104 72, 128,. 102 129 130: 22 43 87 63, 100 84 100 63 f=122`.90 123 119 124`= 23 55 ` 95 74 95 56 111, ' 79 118 105 24 49 91 65, 91 49 ,. 99 . 70 113 94 : 114,. 25 43 87 58 88 44 88 °' 63 108 83 26 v 52. 84 56 104 75 27 U, 47 81 50 100 67 101' 28 42 78 45 91 61 29 41 82 55 30 50 91 - Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal3to L/480. For deflection limits of L/360 and L/960, multiply the Live Load, values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. 6 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 -VVP - Eastern Specifier Guide • 08104/=015 i BC10 Rafters Q1 R05' qu ' 1 / rX When installing Boise Cascade EWP products with treated wood; use only connectors/ fasteners that areF approved for use with the corresponding Blocking not shown ' 1 wood treatment. for clarity.' BCI° Rafter Header 1 Multiple BCI® Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI® SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCIO BLOCKING PANELS, X -BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install The ends of cantilevers must be temporarily secured by strut lines the first eight feet of BCI® Joists and the first course of sheathing. on both the top and bottom flanges. As an alternate, temporary sheathing may be nailed to the first four Straighten the BCI® Joists to within '/z inch of true alignment before feet of BCI® Joists at the end of the bay. attaching strut lines and sheathing. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and Remove the temporary strut lines only as required to install the x -bracing must be completely installed and properly nailed as each permanent sheathing. BCI® Joist is set. Failure to install temporary bracing may result in sideways buckling Install temporary 1x4 strut lines at no more than eight feet on center or roll-over under light construction loads. as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. BCI° Ceiling Joist with Bevel End Cut (For Limited -Access Attics 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. Rafter Strut— 2'-6" o.c. or BCI° 4500s) 3'-0" o.c. or BCI° SOOOs) Minimum Heel Depth as table at right) 12 Mm 6 BCI° 4g 00s/5000s/6000*, CeilinJoist @ 24 o'c Maz 3ih Minimum Bastin 2x4 Wall) Each End Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking-- Maximum Span Leri hs Without Roof, Loads 9Yx" BCI® 4500s 1:8 / 5000s 1:8 / 6000s 1.8 / 6500s 1.8 20'-0" 11%" 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) Boise Cascade EVVP - Eastain Specifier Guide • 0810A12015 Joist End Wall , Mlnlmum— Depth2 x 4 2 x 6 1 ' 1,1„ Structural ridge VERSA -LAM® or FOR INSTALLATION STABILITY t 14" load-bearing wall required. Temporary strut lines - (1x4 min.)- 8 ft. on center maximum. Fasten at each joist with two 8d nails Ts Blocking or other lateral support required at end minimum. AT,., supports. Q1 R05' qu ' 1 / rX When installing Boise Cascade EWP products with treated wood; use only connectors/ fasteners that areF approved for use with the corresponding Blocking not shown ' 1 wood treatment. for clarity.' BCI° Rafter Header 1 Multiple BCI® Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON BCI® JOISTS UNTIL ALL HANGERS, BCI® SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCIO BLOCKING PANELS, X -BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install The ends of cantilevers must be temporarily secured by strut lines the first eight feet of BCI® Joists and the first course of sheathing. on both the top and bottom flanges. As an alternate, temporary sheathing may be nailed to the first four Straighten the BCI® Joists to within '/z inch of true alignment before feet of BCI® Joists at the end of the bay. attaching strut lines and sheathing. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and Remove the temporary strut lines only as required to install the x -bracing must be completely installed and properly nailed as each permanent sheathing. BCI® Joist is set. Failure to install temporary bracing may result in sideways buckling Install temporary 1x4 strut lines at no more than eight feet on center or roll-over under light construction loads. as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. BCI° Ceiling Joist with Bevel End Cut (For Limited -Access Attics 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. Rafter Strut— 2'-6" o.c. or BCI° 4500s) 3'-0" o.c. or BCI° SOOOs) Minimum Heel Depth as table at right) 12 Mm 6 BCI° 4g 00s/5000s/6000*, CeilinJoist @ 24 o'c Maz 3ih Minimum Bastin 2x4 Wall) Each End Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking-- Maximum Span Leri hs Without Roof, Loads 9Yx" BCI® 4500s 1:8 / 5000s 1:8 / 6000s 1.8 / 6500s 1.8 20'-0" 11%" 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) Boise Cascade EVVP - Eastain Specifier Guide • 0810A12015 Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI® top flange with 1 -10d (3" long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side ofBCl® Joist at beveled ends. Nail roof rafter to BCI® Joist per building code requirements for ceiling joist to roof rafter connection. Joist End Wall , Mlnlmum— Depth2 x 4 2 x 6 91/s.,2%" 1,1„ Heel Depths'' 117/ 81' 3'S^ 2/" 14" 4%d3'/i' Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI® top flange with 1 -10d (3" long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side ofBCl® Joist at beveled ends. Nail roof rafter to BCI® Joist per building code requirements for ceiling joist to roof rafter connection. Additional roof framing details available with BC FRAMER° software 1 2x beveled plate for slope 1 Rimboard / VERSA -LAM° blocking. is1greaterthan4/12. Ventilation "V" cut: 5000s 1.8 wood aneels 1/3 of length, 1/2 of depth Rimboard / VERSA -LAM' blocking. 11/a" or two -'k" wood an 1, 2 x +'/lfi" or W wood panel Ventilation "V" cut: 11/a" or two s/8" woodpanels w 1/3 of length, 1/2 of depth 11/8" or two %" wood panels 2x +'/;6" or Ve" wood panel 90s2.0 2x4 M blocking Tight fit Flange of BCI° Joists may for soffit for lateral be birdsmouth cut only at support. stability the low end of the joist. 2'-6" max Birdsmouth cut BCI°Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI° Joists may be birdsmouth cut only at I flange must bear fully on plate, web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendofthejoist. Birdsmouth cut BCI° Joist 2' 6" max 3/12 to 12/12. flange must bear fully on plate, web stiffener required required each side. each side. Bottom flange shall be fully supported. 1 10d nails `... 2x4 for 135 PLF max. 1 Simpson or USP LSTA24 strep, nailing per 1 , Simpson or USP LSTA24 strap where slope exceeds 7/12 (straps maybe required for loweroneside at 6" O.C. governing building code. t 2x6 one side for 240 PLF max. BCIblocking slopes in high wind areas). Nailing per governing VERSA -LAM' LVL Holes cut building code. support beam. for ventilation. VERSA -LAM° LVL support beam.: Backer block. .o b' Thickness per corresponding BCI* series. 2x block BCI* blocking Holes cut ouble-beveled Beveled web stiffener 4'-0" horiz. for ventilation. wood plate. on each side. Blocking on both sides of ridge may be required for 2'-6" horiz shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. L Double joist may be Backer block L required when L exceeds minimum 12" wide). 2--0 afterspacing. Joist Nailwithl0-10dnails.77- max Hanger s \ Blocking as required. Nail 1 outrigger through BCI°s a •„' web, DO NOT bevelcutjoist -_ filler block. Nail beyond inside face of wall, except with 10 -10d nails. for specific conditions in details 2” x outrigger shown on pages 6 and 13 of the Backer block required where top flange notched around BCI° Eastern Specifier Guide. joist hanger load exceeds 250 lbs. top flange. Outrigger Install tight to top flange. spacing no greater End Wall. than 24" on -center. LATERAL SUPPORT BCI® Joists must be laterally supported at end supports including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM®, BOISE CASCADE® Rimboard or BCI® Joist). Metal cross ' " bracing or other x -bracing provides adequate lateraF support for BCI® Joists, consult governing building code for roof diaphragm connection provisions. It MINIMUM BEARING LENGTH FOR BCI® JOISTS Minimum end bearing: 1%" for all BCI® Joists. 31h": is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values.' Refer to the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI® joist:. Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flangbY 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 e joistvxith 2-10d box nails, one each side of flange. BCI® rim joist, rim board or BCI® blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI® joist to support: 2-8d nails, one on each side of the web, placed 11h inches minimum from the end of the BCII Joist to limit splitting. Sheathing to BCI®joist: Prescriptive residential floor sheathing nailing requires Sd common nails @ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 forfloor diaphragm nailing specified atcloserspacing than IRC. Maximum nail spacing for minimum lateral stability: 18" for BCI* 4500s and 5000s, 24" for larger BCI® joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Senes ac er °-Ftller BlockThickness^ 4500s 1.8 wood an4els Two %" wood panels ort x_ 5000s 1.8 wood aneels Two 3/4" wood panels or 2 x _ 6000s1.8 11/a" or two -'k" wood an 1, 2 x +'/lfi" or W wood panel 6500s 1.8 11/a" or two s/8" woodpanels 2 x + W or 3/4" wood panel 60s2.0 11/8" or two %" wood panels 2x +'/;6" or Ve" wood panel 90s2.0 2 x lumber Double 2 x lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI® JOISTS FROM THE WEATHER BCI®Joists are intended only for applications that provide permanent protection from the weather. Bundles of 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 Ph inch, pre -stamped knock -out holes spaced at 12 inches on center along the BCI® Joist may all be knocked out and used for cross ventilation. Deeperjoists that what is structurally needed may be advantageous in ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements: BIRDSMOUTH CUTS BCI® Joists maybe birdsmouth cut only atthe low end support. BCI® Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and intermediate supports may not be birdsmouth cut. Boise Cascade EV,1P • =astern Specifier Guide • 08/0412015 Maximum clear span in feet and inches, based on horizontal spans. BCI® 4500s,1 8 Series' BCI®'' 5000s f1 8 Serles 13 Flange Width 2; Flan a 1N"Idth y 11 /e 14' BC Is 4500s 1.8 136®4500s 1.8 BCI® 4500s 1.8 BCIO4500s 1.8BCI®5000s 1.8 "BCI® 5000s 1.8 BCI® 5000s 1 8,. Live Dead Load Load psf] [psf] 4/12 4/12x8/12 or to to Less 8/12 12/12 4/12 4/12 j 8/12 or to to Less 8/12' 12/12 4/12 4/12 8/12 or ' to to Less l.8/12 12/12 4/12 i4/12 8/12 or to I to Less 1 8/12112/12 4/12 or} , Less", 4112 to 8/12 8/12 to " 12/12 4/12 or • Less 4%12 18/12 to to 8/12 12/12 4/12 4/12 Less 8%12 8/12; 12/12 Non-' 20" 10''- 23-10" 22'-6" 20'-10 28'-5" 26"-9" 24'-10" 32'3 '30'-5" 28-3" 35'-9" 33'-8' 31'-3" 4'=10' 23',-5 21'=9" 29.=T 2T-11"25'-11' 3-8" 31'=9' 29'-5" Snow 20. 15 122-7 21`3" 19'-7' 26-11" 25'3' 23-4" 30'-T 2819' 26$' 33-6" 31'40' 29-4' 23'4" 22'=1" 125%20., 20'' 21-7' 20'4" 18'-T 25-8' 24'4" 22'-1' 29'-2' '2T-4' 25-1" 314' '304' 27-10' 22 5' 21'-0' 19'-4' 26x9" 25"0'123'-0"'30=5" 28'-5" 26'41 25 10 22'-8` 21'-5" 19'-11" 26-11" 25'-0' 23'=8" 30-2" 29'-0' 26-11" 32-3" 31'-7' 29'-10" 23'1 22'-4" 20'1 28'4"1267" 24'-9" 1'-11" 301 28'1 25 : 15 21-7" 20'4' 18-10"'.25-9 24'-2' 22'-5" 28-2" 27`-5' 25--T 30'-1' 29'4' 28'-3" 22'-6" 21'-2" 19'-7" 6'-10" 25'-3" '23' 4" 30'-3" 28'-8" 26'-7" 12 O.C. 30_' • 10a 21'$' 20'x" 19 1" 425 9, ,24'-5" 22 9 28 3 2T'9" 25'=11' 30 2 29'-8' '28'"8' 22 7' 21' 4' 19'-11' 6'-10''25'-5" 23'-9" 30 4' 28'cl1" 2T,0" Snow 30-. 15 20'79' 19-7 18 `2' 24'-5' .2311`' 21w8' 26 7' 25'-11 24'-7" 28'i `27"'9' 26'-16 21 7" 20'-5" 18'-11'[25'."4 24'-0" 22'-7" 115% 40 10 19 8 18 11r 17;-10" 23 2 22 &" 21 3. 25 3 24?11 24 2 27-0 264'!26 1' 20 6 19' 8 18 7"5 123=5 40 15 19 5 18 4 • 1 T 1 22 1 21-0" 20 t 24 1 23 7; 22 11 25 8 25 2 24 -0 26 2 19 '1 17 108 22 '9 21 3 5 10 , 25 4 10 19 9 23 1 22 10 2219-0 3 4 11 19.-0 18'-1 16 11'10121; 5 120' 2° 23 9 23'x. 2 10' Non- 20 10 21-7" 20'-5" 18'711"1264' 24'-3" 22-0' 29-3" 27'-7' 25'-T 31'-5' 30'-T 28'-4' 22=6' 21'-3" 19'-8" 6'-10' 25'-4' 23''6" 30'-6"j28'-9" 26'-8" 1o 17-9" 24.4' 22'-11' 21-1 2T?' 26-0" '24'-0' 29'-0" 28'-2' 26'-T 211`4" 20'-0" 18' 6" 25 5'` 23' 10 22'-0," 8'-11" 27'-1" 25'-0" 25 /0 20 ' 20 19-0' 18'-3,. 16'-10" 23'-3" 21-9" 26-0" 25'-4' 24'-5" 221-9" 27-1" 2n"'-2" 24-11' 20':4" 19'-0" 1,T-6' 24'-3" 22-8" 20'-10' 2T-2" 25'-]0'j 23'-9"' 25 ` '10 20-0' 19'-5" 18'-1`' 24'-0' 23'-1" 21'-T 26'-1' 26-T' "24'-5'' 27'-11' 27-4" 26'-7" 21' 4" 20-118-1 26-6" 24'-1" 22'-5" 28'-1 27'1 25'-6'` 25 " 15 19'-T 18-5" 17-l" 224 21--g" 204" 24-4 23-9' 22-11" 26-0' 25-4' 24'-5' 20-Z" 19'-2 17 9" 24-0" 22'-10 21 2" 26 2" 25'-6 24-1" 16' o.c. 30'." 10 19-T 18'.-T:' 174' 22 5 22'-0" '20-7" 24-5" 24'-0" 23'-5'. 26'-1" "25'-8;' 25'-0' 20 5" 19'4' 18'-1" 24 ,1" 23',1" 21' 6" 26'-3" 25'-9" 24`-5" Snow 30 ,; :15 • 15'J" "17;-9" .16'-0' 21--' 20'-7" 19,-7' 23-0' 22'21-9" 24, 7 24; 0`; 23'-3" 19; 7" 18' 6' 1T-2" 22' 8" 22'-0" ,20'-5" 24 8", 24'-1" 23'-3" 115% 40 10,° 17 8 1T-1' 16,2" 2,0 1, 1"9-9`', 19-3" 21 10' 21";-7 21 1"' 23-4 ,23',-0. 22-7;" 18=T.' 1T=10 16=10'21 7" 21'.-3' 20'-1" 23 6" 23;2" 22'-8" 40 15: 16 ,10' 16.$'" 15'x" 19 1 18',"= '18'-2" 26 10 20,5';' 19 10" 22 3' 21'-1Q 21, 3". 1$,1 ° 1,T.4' 16'-1"3" 22 4 21;-11," 21' 4" 15,10;, 15-0 20 9 17 2, 16 15 8 1,9 8 19`5, 18,8 18,'10, 8,-5` , 20 5 2Q„1,9,-8 16, 8 16,x, 15 4.';18, 10118' Non- 20- 10 20' 4" 19'-2`' ii -9' 24'-2' 22'-10' 21-2" 26' 10" 25'-11' ,24'-1" 14 28'-8' 28'-0'' 26'-8' 21nh2' 19' 1,1' 18'-6" 25-2" 23'-9" 22'-1" 28' 8" 2T-0" 25' -1" - nowSnow 20,,; 15 19'-3" 18'-1'' 16-8" 22'-9" 21'-6" 19'-10" 9" 24-0" 22'-7" 26'-5" 25'-8" 24'-8" 20,0" 18'-10' 1T;4' 22'-5" 20'-8" 2.6':J" 25'-6' 23'-6- 20 . 20 18' 4" 1T-2" 15' 9" 21' 2" 20-5" 18'-9' 23'-1 22-41' 2173' 24'41' 23',10' 22'-9' 19=1" 1,T-10 16.5" 3'-10' 22'-9" 21' 4' 19'-7" 4'-10'123'-11" 22'-3" 25,1. 10 19'-3" 18'-3'` 17-0" 21!-10"1 21'-5" 20'-2" 23-10' 23'-4!' 22'-8" 26-6' 24'-11" 24-3", 20'-1" 19'-0" 17'-8" 23'-6"122-77" 21'-1"' 25'-7" 25'-1" 23'-11' 25 15 18-0 171' 16'-0" 20 5 19 10' 19'-1" 221-Y 21-8" 20'-10' 23-79" 23-,-Y1.22'-4" 10.2' 18'-0 16'-8" 21 11' 21'1 19'-11' 3 10" 23'-3 22'-5" 19 2 O.C. 10,; X18-0 17; 5" 16 3" 20 5 20,1' 19-5" 22,3'". 21'-11' 21 4° 23 10 f23'.-54 22,10" 19, 2 18' 2" 16'=11' 22',0" 21,'-7" 20'-2" 3'=11" 23'-6" 22',-1,1' Snow. i 30 ' 15,• 16,11!,, 16 7"f, 15-0" 19 3, 18'-9'' .18-2" 20 11. 20'-5" 19710 32,5"" 21.;10 ,21':2'' 18,3' 17.'x' 16'-1" 20'„,8” 20'-2 19'-2" 22'-6" 22'-0" 21'-3" 115% 40;= 10, 16 2 16,11# 15„2% 18 3 18-0' .1T 8” 19 11 ,19=8" 19„3 21 4 21=0!' 20,7” 17 4 16,9'" 1510''.19 8! 19' 4' 18'-10' 21 5' 21'-1" 20'-8''r 40.. 15 15 4 15 -0,.i 14 -0' 17 5r 17 -1'! 16, 7" 1.8 11 18 T% 18 -1, 20 3 19 =10 " 19 4" 16 16,-2' 15, 2,' 1;8 8 18' 4 17 10; 30 4.' 20; 50 10 149 14-0,- 141 168 16f't 162 182 s180> 178 195 193 18114:4 1,5x10 156, 14 8 17 11 17 9. 175 1;97 194 0' 19i4 1,.50,` 15, 14,1 13 10:: ,1,3 7 16 0 15,9% ,15 4 1T 5 1T 2! 16,9, 18„ 8,, 18 9, 1i 11, 15,2 14„F11 14 4, 17 2 16-11 16 ,6'' 18,9 J8' 18-0e Non-' 20 10 -: 18'-10' 1T-9'` 16'-6” 224' 21'-1'' 19'-T" 24'-0' 23'-5" '22-4, 25-7 25-0" 24-3 y19 T.' 18',6' 17',4' 23 4' 22'-0. 20'-5" 25'-9' 25'.-0' 23'-3'' Snow! 20 15 1T-10 16-T .16-5" 20-3 19'-8'' 18'-4" 22'-1" 21`-5" 20'-7' 23-8 22=11 '22-0' 18 &' 1T-5" 16'-1" 1'=10' 20'-9" 19'-2" 23'-9" 23'-1" 21'-9" 125% 20 ' 20 16 8 15'-11' 14-7" 18-11 18'-3" 17-5'' 20 8" 19'-11' 19',-0 22'-1 21'-3" 20' 4' 1:7 8 16'-7" 15:3" 20' 4' 19' 8' 18'-2" 22'-2' 21'-5" 20'-5'' 25 10 1T -S' 16'-10" 15-9' 19-0 19'-2" 18'-T' 21'-3" 20'-10' 20'-3" 22'-9' 22'-3" '21'-8'' 18'-6" 1T-7" 16'-4'' 21'-0" 20'-7" ,19'-6" 2'-10"22'-5" 21'-9" 25'' 15 , 16'-1' 15'-7" 14'-10","19-2" 17-9" 17-1" 19'-10" 19'-4" 18'-8" 21'-3' 20'-8'' 19'-11'' 19'-3" 16'-8" 15'-5" 19'-7" 19'-1'' 18'-4" 21'-4" 20'-9" 20'-0" 24' O.C. is 30 - 10 " 16-1;' 15-10' 15=1=' 18-3 17-11'' 17-0' 19 11" 19-7". '19-1> 21 3. 20.11 ,20=5" 17 4 16:=10 15'x" 19,7" 19'=3" 18'-9" 21: 5' 21'=0" 20'`6'•' Snow 30 15'" 15 2 14 9''' -14 4' 1T 2- '16"9' 16 3' 18 9' .18-3" 17"8' 20-019af" 18 11' 1,6 3" 15' 11 14 11' 18-5" 18 0 1T " 2di 19`-8" 19' 0" 115% 40 t= 10 14 5 14'-2°1 13 11' 16 4. 16;1"' 15-9' 1Z 10, 17,7" 1T 2,' 19 0 18'-9" 18 ,5, 1'5-6 15'-3' 14'=7" 17 7'-17416;=11' 19 2' 18'=10 40 15 14-10,''16 11 4`6-7" i6-2`• 18 1 17>:9'' 17-3' 14 9 14!-5' 14'-0" 1'6 8''16;.=4. 15':11''18-2" 17x10 17; 4' 50 10 132 13-0' 129 1411 149` 14-0 163 161 159 174 172 1610 142 1311 134; 137 13{ 0''15 16-0 4 1510 157 14,11 14-3" 1'75 172 16 2 a15=8 167 14 11' Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflectionequal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. Boise Cascade EVP • Easlem Specifier Guide - 08/04/2015 This table was designed to apply to a broad range of applica- tions: It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Maximum clear span in feet and inches, based on horizontal spans. EVVP • Easlem Specifier Guide • 08104%20'5 i I , Live Dead Load Load pst] [pst] Ili BCI® 6000`s 1.8 Series i 25/16" Flange Width BCI®6006 U- 4/12 4/12 i1" 8/12 or i to to Less 8/12„ 12/12 BCI® 60006 1_8_ _..__._ 4/12 4/12 ! 8/12 or to to Less 8/12 12/12 BCI® 60006 1.8;BCI®6000s 4/12 4/12 8/12 or to to Less i 8/12 12/12 1.8__!.__._. 4/12 4/12 8/12 or 1 to to Less 1 8/12 i 12/12 Non - 10 26'-0" 24'4"! ,I. 26 -0" 22'-9" 30'-11" 294'. 2T-0" 35'-2" 33'-21' 30'-9" 38'-10" 36'-7" 34'-0" Snow 20 15 24'-7" 231;'9i 21'-4" 29'-3" 2T-6": 25'-4" 33'-3" 31'-3'' 28'-10`' 36'-9" 125%0 20 23-6'' 22'-0'?!' 20'-2" 2T-11" 26'-1" 24'-0" 31'-9" 29'-9" 274- 35'-1" 32'-10" 30'-2" 25 24' -8" -; 21-8" 29'4". 2-9" 25-10" 3 4" 6 36-10" 34'-10" 32-5"10 25 15 . 23'-6" : 22'-2, „; „- 20'-6" 28'-0" 264" 24'-5" 31'-10" 29'-11" 27'-9" 34'-11" 33'-1" 30'-8" 12" 30 10: . 23' T: 22'74" ;3 W-10"- 28' 0" 26'-7" 24'-9" 31'-11"- 30' 2!' 28'-2" 35,1" 33'-5": 31' 2" ' O.C. Snow 30 15 : 22'-7" 21' 4![,^„ 19'=9" 26'-11" 264" 23'-6" 30'-7" 28'-10" 26:-9';. 33' 0" 31'-11" 29',-7" 115% 40 10 21'-5" , 20',7 ;9` 19'-5" 25-6"' 24'-6" &'V • `„ 29'-0" .. 2T-10` ";, "26'-3" t 31-4" ,, 30'-9" 40;, 15, ` 21'-1" 20'-0° b : 18 77-',!',, 25' 1" 23'-T 22'-2" 27-11" 2T-,1'` .: 25'-2" , 29'-10" 29;-3" 2T-10•' 19 10 1,9 1' ; e ,i r .1,8 1 23,,,7 22 8 ; 21 25!-, , r 24 6 28, 8' .'. :283 27 1, 50.., j .1,5' 19 10,:: ,18,-.1,1;,, 1T-8 23 ,7„ , 22,6,,.. ,, 21, 0-, ; 25 8 ,`1;: 25'-3',' Non- 20 10 23'-6" 22'-2'i; ii 20'-7" 28'-0", 26'-5" 24'-6" 31'-10" 30'-0" 27-10" 35'-2" 33'-2" 30'-10° Snow 20 15 22'-3" 20'-11i fi 19'-4" 26'-6" - 24'-11" 23'-0" 30'-2" 28'-4" 26'-2" 33'-4" 3t'-4" 28'-11" 125% 20 20 21'-3" 19'-11si Si' 18'-4"= 25'-S. 23-8" 21'-9" 28'-9" 26'-11" 24'-9" 31'-5" 29-9". 27'-5'- 7'-5" 2525 10 22'-4" 21'-1",i 1i 19'-8"- P22'4, 25'-1" : 23'-5" 30'-3". 28'-T' 26'-7" 32'-5" 31'-7" 29'-5" 25 15 21-4" 201'';,; 18'-7" 23'-10" 22'-1" 28-3" 2T-2" 25'-2"" 30'-3" 29'-5" 27-9" 16" 30 10 21'-4" 20 -4 -TI, 18'-10" 24'-1" 22'-5" 28-4" 27'-4': 25'.-6" 30'-4" • 29'-9" 28'-3'' ; O.C. Snow 30: 15 20'-6" ": 19'-4''=3 j1 1T-11"" 23'-0" 21'-4° 26'-8" 28'-0" 24`-Y" 28'-6" ;27'-10" 26'-10" , 115% 40< 10 , 18' 5" " 18--71 1 T,7"':22 2" " , 20' 25'-0'': 2T-2" " 26'-9" ' 26 -2" -' 19,71'.18=1'", ° 16' 10"21, 6" 20'-1" ": 24-2" `' 23' 8'--' 22'-10" 25'-1,0" . 25'-4" - 24'-8 10 18 0 17 3..1q 1 16' 4 p21';3, 20 6 19 6 , € 23 2 i 22411' 2b.41 m20-0 19 0, . ` 22 2., _ 21=10' , 21 4 23 9 23 4 " 22 10 Non- 20 10 22'-1" 20'-10' 19'-4" 26'-3" ` 24'-10" 23`-0" 29'-11" 28'-3" 2G-2"'- 33'-1" 31'-2" 28' 11" - Snow 20 15 20'-11" 19'-8"' it 18'-2" 24'-11" ' 23'-5" 21'-7" 28'-4" 26'-7" 24'-T° 30'-8" 29'-5" 2T-2" 125% 20 20 19'-11" 18'-8" ' ii 1T-2" 23'-9" 22'-3" 20'-5' 26'-10" 25'-4" 23'-3" 28'-8" 27-8" 25'-9" 25 10 21'-0" T-10"!"11 18'-6" 24'-11" 23'-7" 22'-0" 2T-8" 26-10" 25'-0" 29'-7" 28'-11" 27-8" 25 15 20' 0" 18'-10"°I ii 1T-5" 23'-8" 22'-5"' 20'-9" 25'-9" 25'-1" 23'-7"' 2T-7" 26'-10`' 25_11,'' 19.2" 30 10`" 20'-1" `' 1:1 9'-Y" €I'^ 17`-9" 23'4" 22'-7" 21'-1" ' 25'710"' 25'-5" 24`-0" 27'-8" 2T-2" 26-6" O.C. Snow 30 15 19'-3" 18'_2" 3 16'_10" 22' 4" 21'-7" WrO',' r 44'4"'` 23'4' 22'-10" 26'-0" - 25'-5" , 24'-7" 1150/c 40`-A&- 11=6"``, j, i16'=6, 21'=3" 20 10"' e 19'„8" 23 2"; 22'-10" 15 171-00- " 15 t;0' 20' 2 . ; 19 10 z 18'=10" 22-0" = 21,-T--' 23 21 11rn 16 4 ,:. , 16 1"'` 15'-0. 17 10' 20 3 ., 19-11! ,19;:5 21 8, , ,'21" Non- 20 10 20'-6" 119'4' ` 17-11" 24'4" 23'-0" 21'4". 27'-9" 26-2" 24`-3'` 291-91,28'-11" 26-10" Snow 20 15 19'-4" 18'-2" ' 16-10" 23-13" 21'-8 20'-0" 25'-8" 24'-8" 22'-9" 27'-5' 26-7" 25-2" 125% 20 20 18'-6" 17--3" 15'-11" 22-0" 20-'r--]1_F1 1" 23'-11" 23'-1" 21'-7" 25-7" 24'-9" 23-7" 25 10 19'-5" 164" " 17-1" 22'-8" 21'-10" 20`-4" 24'-8" 24'-2" 23-2" 26-5" 25-10" 25-2" 25 15 18'-6" 1T-5" ; 1-6'2" 21'-2" 20'-7" 19'-3" 23'-0" 22'-5" 21'-8" 24'-8" 24'-0" 23'-2" 24" O.C. 30 10 18'-7" ; 1T -T 1 i 16'-5" 21-2''" 20'-10" 19'-6" 23'-V-`" 22'-8" 22=2" 24'-9" '24'-3". 23-8" Snow 30 15 1T 7" 16'-9'' 15'-7" 19'-11" 19'-6" 18'-7" 21'-9" 21'4' 20!-6" 23' 3" 22'-8" 21'-11" ; 115% 40' 10 16 9 ;: 16; 2",_ 15' 3"- 19 0" 18 8'. ; 18 ;2; _ 20, 8" : 20' 4' 20'-0' 22'-1" 21-9" 21' 4" r 40=; 15 , 15'-11" ` 15 -7, I,"14'-8 .-' 18'-0" 17' 8" 17,-2" 1,9-8" _ 19 3,'; ., ,-18';9": 21.;0"" " ;20-7"-. 918" ` 10 ,, 15 ,3 14 11 _? 1 M1 14 3 17 Ort ,.. 17A 1 .,,. 16 10. 18 10 18 8,`-` .... 1,6 4 19',10 .. 19 5, , 18 50,, 15 15 1.1,..; 1.7..1.1 ., i.:17a4.'..... 1.6 6 ... 1..8.3 .. `1T,8...... 16,10,, EVVP • Easlem Specifier Guide • 08104%20'5 i I , Maximum clear span in feet and inches, based on horizontal spans. O.C. 9%";,BCI®;6500s ` 1 8 -'' 11'/8" BCI® 6500s:'1` 8 10 , Live Load psf] Dead Load psi] 4/12 4/12 8/12 ` or to to 4/12 or Less'. 4/12 8/12 to to ; 8/12 12/12 Non- 20 10 1 26'-10" 26'-3"', 23'-6" 31'-10" 30`-0" 27'-!0" 22'-2"° 21 3' 20 =0'? Snow 20 15 25-5 23'-10'` 22'-0'` 30`-2" 28`.-4" 26'-1" 25'.=11 125% 20 ''. 20-24'-3" 22'-8'': ` 20'-10`' 28'-9" 26'-11" 24'-9" 3622"`34'-1" 25 `' 10 25'-5" 24'' t` 22'-5" 30'-3" 28'-7" 26-7" 12" 28'-7" 25 ` 15 24'-3" 22'-10" 21'-2" 28'-10" 2T-2" , ' 25' 1" O.C. 1, 8 „" ..,: 30 10 , 24,;4"-. ``: 23r0 21'-6I' 28'=1;1.' 4/12 to 8112 Snow 3011-1115 23'74" 22'-0" 20'-5`` 27'.g''; 8!'; 35'-D" 32'-2". A0 ° 10`. 22'-2"° 21 3' 20 =0'? 26,+,, 30'-17 28'7'2" 40 <^ 1,5 , 21, 9 ' 20 7" 19 ; 3"< 25'.=11 30"3' 3T-11" 35'-10" 33'-5" 30'-10" 4.i_ 3622"`34'-1" 50,`;€ 15. X20, 6.. «19, .6,!,, 25'-11" . 34 =4" Non -20 28'-7" 10 24'-4" 22'-11.-" , 21'-3" 28'-10." 30'-6" Snow 20 15 23'-0" 21'-7" 19'-11" 27'-4", 22.0,.. 125% 2020 25'=„ 21.-11" 20-6'" 18'-11", 26'-1" 27,_rr 24'-4" 25 10 23'-1"s 21'-10" 20'-4" 27'-5" 31? 1" 30'-6" 25 15 22'-0"" 20'-8'! 19'-2" 26'-1" a6 84" 19'-5" 30 `" 10 22 0''' `20 10 ..' 19 6;' 26-2"• 21 -5" Snow 30 ' 15 29'-0" 28' 3f BCI®6500s 1, 8 „" ..,: 16" BCI® 6500s 1.8 4/12 • to 8/12, _ 8/12;' to ` 12112 4/12 or._ Less 4/12 to 8112 8/12 to i- 12/12 34'-1" 31'-8" 40'-0'' 37'-8" 35'-D" 32'-2". 29'-8" 3T-10'' 35'-7" 32'-10" 30'-17 28'7'2" 36'-1" 33`-10" 31'-1" 32'-6" 30"3' 3T-11" 35'-10" 33'-5" 30'-10" 28 -7" 3622"`34'-1" 31'-T! 29'-8" 2T-11" 25'-11" . 34 =4" 82'' 1" ` 28'-7" 27' T 34'=8" 32'-10" 30'-6" Table values are limited by shear, moment, total load deflection This table was designed to apply to, a broad range of applica- equal to L/180 and live load deflection equal to L/240. Check the tions. It may be possible to exceed the limitations of this table by local building code for other deflection limits that may apply. analyzing a specific application with the BC CALC® software. Table values represent the most restrictive of simple or multiple Slope roof joists at least 1/4" over 12" to minimize ponding. span applications. Analyze multiple span joists with the BC Allowable spans and loads shall be adjusted and checked for CALC® software if the length of any span is less than half the wind load as required by local building code. length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. Boise Cascade EVIP - Eastern Specifier Guide • 08104'2015 Non- 32'-10" 30 11", 28 8 36'-3" 34'-2'' 3V-9" 8" 23'-8!" 31 1 29 2'.' 26 11 34`-4" 32 3 ' 29 -9" 5" 2Z-5 . 29 -8" 2T-9'.' 1 25'-6' 32'4'- 0 8" 1, 30',-8-1- 25'-8" 11.. 11" 24'-1" 31'-2" 29'-5" , 27'=5" 34'-1" 32'-6" 30'-3" 7" 22'-9" 29'-8" 2T-11" 25'-11" . 31'-10-' 30'-11`' 28'-7" 9 23 1°' 29 9 • 28 2 '; 26 4' 31' 11 ' 31 2'` 29'-1" 8 22.0,.. X28,_1„ `"'`k 26'_11„= 25'=„ 30,0;. 29 4' ` 27,_rr Table values are limited by shear, moment, total load deflection This table was designed to apply to, a broad range of applica- equal to L/180 and live load deflection equal to L/240. Check the tions. It may be possible to exceed the limitations of this table by local building code for other deflection limits that may apply. analyzing a specific application with the BC CALC® software. Table values represent the most restrictive of simple or multiple Slope roof joists at least 1/4" over 12" to minimize ponding. span applications. Analyze multiple span joists with the BC Allowable spans and loads shall be adjusted and checked for CALC® software if the length of any span is less than half the wind load as required by local building code. length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. Boise Cascade EVIP - Eastern Specifier Guide • 08104'2015 Non- 20 1 M' 22'-10'' 1' 21'-6'' 20'-0" 2T-1"' 25'-7" 23'-9” 30'-10” ' 29'-1''r 27'-0" •. 34'=0"- 1 32'-1":- 29'-10" 23'-9" Snow 20, 15 . 21'4" ` 20'-3" 18'-9 25'-8" 24'-1 " 22'-T" 29'-2" 2T-5'', 25'-4". 22'-2" 26'-11" 26'-0" 24'-6" 125% 2-0--F20 20'-7"1;. 19'-3",•, 17'-9'..' 24'-6" 22'-11" , 121'-1". 27'71,0", 26'4'; 1 24'-0" 30'-2" 1 28'-9" 1 26'-6'' 24'-3" 23'-7" 22'4', 25 .: 10 ; 21 -20'-U' 30 19'-1';',. 25' 9" 24'-4" 22'-8':' 29'-1" 27'-8" 25'-9" 31? 1" 30'-6" 28'-5" 1F - 1A_d.:'..:':; 17 _d, -'.M .1R,_1,,:. 25 . 15 84" 19'-5" X1'_7'.! 18' 0" 24'-6" 23' 1" - 21 -5" 27'-2" 26 3" 24 -4" 29'-0" 28' 3f 26' 11" 19.2" 30 10'. EW 19 7"> 18' 3'' 24'-7 23'-3 21 9 27 3;, , W26 6," 24 -8;; 29' 1 ;. 28,' 7 ; 27'-4". o.c. Rnnw 30 -.' 15 19'=118'-9'.l. 17'-5'.'- 23;-6 22'=3„” i:20 8'.'.` x`25'-7" ':s 25,_0" -. 23,-`8"' Table values are limited by shear, moment, total load deflection This table was designed to apply to, a broad range of applica- equal to L/180 and live load deflection equal to L/240. Check the tions. It may be possible to exceed the limitations of this table by local building code for other deflection limits that may apply. analyzing a specific application with the BC CALC® software. Table values represent the most restrictive of simple or multiple Slope roof joists at least 1/4" over 12" to minimize ponding. span applications. Analyze multiple span joists with the BC Allowable spans and loads shall be adjusted and checked for CALC® software if the length of any span is less than half the wind load as required by local building code. length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. Boise Cascade EVIP - Eastern Specifier Guide • 08104'2015 Non- 20 10 21'-1"" '.19 11" 18' 6'' 25' 1" 23' 8" 22' 0"' 28 6" 26' 11` 25' 0'' 31`-4" 29'-9" 27 7" Snow 20 '` 15 20'-0-18'-9" ` 17',4'' 23'-9" 22;-4" 20'-7 ' 27'-O" 25'-5' 23'-5" 28'=11" " 28'-0" 25'-11" 125% 20 20 19'-1" 17'-10'"'. 16'-5" 22'-8" 2T'-3' 19'-6"' 25" 3" '', 24'-2" ' 22'-2" 26'-11" 26'-0" 24'-6" 25 ' 10 20'-0" 18'.-11„'' 17'-8"' 23'-10" 22'-6” 21'-0" 26'.0"` ( 25'-6" 23'-10" 27'-10"' 2T-3" 26'-4" 25 15. 19'=1''- 18'-0"°" 16'-8'' 22'-3 , 21'-5" ,19'-10" 24'-3" 23'-7" 22'4', 25-11" 25'-3" 24'-4" . 30 2". 18 -2"; ' 16' 11" k 22'-4 21?7 • .• '20 1 . • 24 4, '= 23 11,": 22-11' 26' •0" 25'.7", 24'-11'' O.C. c. c..'... Zn ':. 1F - 1A_d.:'..:':; 17 _d, -'.M .1R,_1,,:. 91.'.-n n,_„ ::1 Q'_1" 9_1n'.wl... 9_d."::• X1'_7'.! 9d:_5. ':=11" 9Z,-11. - Table values are limited by shear, moment, total load deflection This table was designed to apply to, a broad range of applica- equal to L/180 and live load deflection equal to L/240. Check the tions. It may be possible to exceed the limitations of this table by local building code for other deflection limits that may apply. analyzing a specific application with the BC CALC® software. Table values represent the most restrictive of simple or multiple Slope roof joists at least 1/4" over 12" to minimize ponding. span applications. Analyze multiple span joists with the BC Allowable spans and loads shall be adjusted and checked for CALC® software if the length of any span is less than half the wind load as required by local building code. length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. Boise Cascade EVIP - Eastern Specifier Guide • 08104'2015 Maximum clear span in feet and inches, based on horizontal spans. Ar i, BCI® 60s 2.OSeries. a j 25/1x" Flange,, Width BCI®90s 2 O Senes.x 31' Flange Wldth 11Y." BCI® 60s 210 14" BCI®80S 2.0 16" BCI®60s 2.0117%' BCI®90&2.Q: 14' BCI® 9.0s 2.0 16" BCI®`90s 2.0 Live Load psf] Dead Load psf] 4/12 or Less 4/12., to 8/12 8/,,12 to 12/12 4/12 or Less 4/12 i to 8/12 8/12 I to j 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/,12 8/,12. to 12/1.2 4/12 or Less X4/12 8/12 I to to 8/12 12/12 4/12 or to Less, 8/12:'1 to 12/12 Non- 1 20 1 10 34'-1" 32'-2" 29'' 1`0' 38'-9" 36'-7" 33'-11" 42'-11" 40'-6" 37'-7" 39'-0" 36'-10"134'-2" 44'-3" 41'-9" 38'-9" 49'-0" 1 46'-3" 42'-11" Snow 20 15 32'-4" 30'-4" 28'-0" 36`-9" 34'-6" 31'-101, 40'-8" 38'4" 35'-3" 37'-0" 34'-9" 32'-1" 41'-11" 39'-4"'36'-4" 46'-5" 43l -40'-3'`I125% 20 20 j30' -l0!'28' l0` 26'-6" 35'-1" 32'-10'' 30'-2" 38'-10'' 36'-4" 33'-5" 35'-3" 33'-0" 1'30'-4" 39'-11" 37'-5" 34'-5" 44A" 1 41'-5" 1 38'-1" 25 1 10 32'-5" 30'-7" 28'-6" 36-10" 34'-1-0" 32'-5" 40'-10 38'-7" 35'-11" 37'-1" 35'-0." 32'=7" 42'-0" 39'-8'' 36'-11" 46'-6" 44'-0"140'-11" 25 15 30'_11' 29'-l" 26",°11" 35'-2" 33'-1"',,30,-7" 38'-11" 36'-8" 33'-11" 35'-4'` 33'-3""30'-10''"40'-1" 37'-9" 34'-11" 44'-4" 41'-9''138'-8" 12" O.C. 30 - 10 31'-0" 29'41 27`'=4" 35'-3" 33=4" 31!-1" 39-0" 36'-11" 34'-5" 35'75" 33'-7" 31'-4" 40'-2" 38'-0`' 35'-6'' 44 6" 42'=1" 39'-4"' Snow 3;0 15 29'-8'.° 28-0" 26;=0': 33'4" 31'-10" 29'-737'-5,' 35'-3" 32'-9" 34'-0'1.32'-1" 29'-9" 38'76" 36-4" 33'-9" 42'-8"'40`-3" 37'4.1 115%i 40, 10 28'-2" 27 0 25'''6" 32'-1" 30'=9" 29'-0" 35,6 34,-1 32',2" 32'-3" 30,-11" 29'-2'; 36.',6" 354"1 1-33"'V, 40'-6s' 38'-10" 36'-8'.'' 40 . 15-::2T-9" 26!-T-' 24„6 31-7” 29'=10' 27'-10' 34,'_11 33' 1 ' 30'-10", 31'-9" 30 0" 28' 0! 36' 0" 34'-0"; 31'-9" 39' 10" 3T 9, 35 2;;' 50: , 10, 26 1 „ 25.- 23.;;-9 29 , 8,' 28 6" 27 0, 32' 11, 31 n 6 29 11':' 29 ,1Q 28 8 27', 2 33 10 4-5', 30, 10 37 6, 35 11 34, 15 _?26 1" 24. 10 23;;3, 29y8'.' 28 3' 26.5' 32?,11 293''. 2,9 10, 2$ 5 26,,7, Non- Snow[ 220 20— 10 15 30'-11" 29'-3" 29 2 27-6' 27-1 25'=5' 35'-2" 33'4 33'-2" 31'-3" 30'-9" 28'-10" 38--11" 36-11" 36'-9 34'-8' 34-1" 32'-0" 35'-4"j 33 6" 33-4" 31 -6" 1 31'-0" 29'-1" 40'-1' 37'-11" 37'-10" 35'-1" 35-8' 32-11" 44 5' 41'-11"138'-11" 9'-6" 42-0' 3T --6-[36-6- 36-6" 1250X125% 20 20 2T-11" 26'-2" 24'`-'1!,' 31'-9" 29'-9" 2T-4" 35'-2'' 32'-11" 30'-4" 31'-11" 29'-11", 27'-6" 36'-2" 33'-11" 31'-2" 40'-1`' 37'27" 34'-7'` 25 1 10 29'-4" 2T-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" 3T-6" 42'-2" 39'-10" 37'-1" 25 15 28'-0" 26'-4" 24'=5, 31-10' 30'-0" 2T-9" 35'-Y 33'-2 30 -9" 32'4" 30 2" 27`-11" 36'-3 34'4" 31'-8" 40 2" 37'-10 35'-1" 16"30 O.C. 10 28' 1'" 26' T' 24'-10" 3V-11 30' 3" 28'-2"' 35'-4'" 33' 6" 31'-3'' 32'-1" 30'-5" 28'-4" 3624" 34'-5'' 32'-2" 40'-3" 38' 2" 35'-8'" Snow! 30 15 ` 26'-11" 25'-5" 23'=7" 30'-7" 28'=10" 26'-10" 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 2T=0" 34:710" 32'-11'' 30'-7" 38'-7" 36'-5" 33'-10" 115% 40`: 10 25`,-6, 244l!, 2301 29'-0": 27'-10 26 4" 32 2 30'-10 29'-2'! 29'-2" 28-0" 26'-5' 33'-7x' 31'-9": 3Q 0" 36,8 ;<35' 2 33' 3" 440 15;-;25'-1" 23.-9 22,4 28'1' 27'=1" 25-3" 31; 8 30',:0 27'-11 28'-9'• 27 2 25a4 32'=7 30:10" 28'.9" 36-1" 34'-2" 31'-10'_' 50.•23 Z ' 22 ,8 21.';6 , 26=10 25 , 9.. 24.6 ' 29 9 , 28:7 27 ,1, 27 0 ! 25 ,11 24;., 7 30 7 29 5 , ;27 11 ' 33 11 32 7 , 30 11" 50: j 15 w 23 7,. 22 6 21 „J 26 ,1D 25', 7,'i 23 11" 28, 7 27.;8 26 5!`„ 27 0 25 9, 24` 1 30;7; 29.2" =27 Non- 20 I 10 29'-1" 27'-5" 25'-511 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3" 31'-4--1 29'-1" 37'-8" 35'-6'' 33'-0" 41'-8" 39'4" 36'-7" Snow; 2015 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" 3T-1" 34'-3" 125% 20 1 20 26'-3" 24'-x" 22'-Tj; 29'-10",27'711". 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" 1 32'-5" 25 10 27'-7" 26'-1" 24'-3;, 31'-4" 29'4" 27'-7" 34'-9".32'-l0` 30'-7" 31'-6" 29--10"127'-9" 35'-9" 33'-10" 31'-6" 39'-7" 37'-5"34'-11" 25 15 26 -3" 24 9' 22'-11, 29'-11" 28'-2" 26'-1" 33 1" 31'-2 28 -11" 30'-1" 28 -4" 26' 3" 34'-1' 32'-1'' 29'-9" 3T-9" 35'-7' 32'-11" 19.2" O.C. 30 1'0 26'-4" 25'-0" 23'-4'j 30'-0" 28'-5'' 26'-6'` 33'-2" 31'-5" 29'-4" 30'-1" 2-8'77 " 26'-8" 34'-2" 32'-4" 30'-2" 37'-10" 35'-10" 33'-6" Snow 30 15 25'-3'' 23'-10' 22'-2 28'4" 27'4" 25'-2" 31--1 0" 30'-0" 27'-11'' 28'-10" 27'-3" 254" 32'-9" 30'-11" 28'-8" 36'-3" 34'4" 31'-10'' 1156% i 40" 10 , 24,, 0" 23 0 ' 21 `,-i9' 27'-3." 26'-2" 24'-8". 30 2" 29'-0 • 27'-4" 2 %5" 26 .,3" 24'-10l 31'=0' 29 -1 Q,' .28'-2" 34 5 33'-0 31'-2`` 40 ' 15 23'-7" 22, 4" 20' 10 fi 26 ,10' 25 -5" 23 Sr 28,1 27:-0, 25=7,``- 26 11" 25 , 6'' 23 10 30 Z 28 11; ,27 0 33 10 32,:1 ' 12924222';23 0" 55 21, 2. 19'-9x 23e 9" 23 0" 21,11 ' 23 9, 23 `0 2,1 11. 25,, 4 2,4 ,'2 22 7 , 28._=8 27 5 25 Non- 20 10 26'-11" 25'-5" 23'-7" 30'-7" 28'-10" NAT 33'-11" 32'-0" 29'-8" 30'4" 29'-0" 27'-0" 34'-1 011j 32'-11 30'-7" 38'-7" 36'=5" 33'-10" Snowl 20 15 25'-6" 23'-11" 22'-1' 28'-11" 27'-2" 25'-2" 32'-1" 30'-2" 27'-10' 29'-1" 27'-4'" 25'-3" 33'-0" 31'-0" 28'-8" 36'-7" 125% 20 20 24'-3'' 22'-9" 20'-11"'27'-7" 25'-10" 23'-10" 30'-7'' 28'-8" 2G'-4" 27'-9" 26"-0" 23' 11" 31'-5" 29'-6l' 27'-1'' 34'-10"132-4-1 30'-1" 25 10 25'-6" 24'-2" 22'-6I' 29'-0" 2T-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 28'711 26 9" 27'-10" 26--3-1 24'4 31'76' 29'-9" 27'-6" 34'-1 1 32'-11 30'-6" 24" O.C. 30 10 , 24'-5" 23 r1" 21,'-7y; 2T-9 26 -3" 24'-6" 30 -9'' 29'-1 27„ ,2" 27'-11" 26 5'' 31'-7" 29'-11'.' 28'-0" 35--O- 3,3'-2'' 31'-0'?. Snow 30 , j 15 23'-4" 22'-1" 20', 6, 26'77" 25'-1" 23'-4" 27'-4" 26'71 , 24'-5" 26'-9? 25'-3" 30'-3' . 28'-T' 26'-T' 33 7!'. 31'-8" 29'-5''' 115% 46, .. 10 22'2" 21 3 20_=1 H p_ -9;,' 24'-1" 22 10 24; x 9 24 1 23' 1". 25'=4" 24 4 23'.0 28'=,8 2T,-7" ::26 T' 30 11 30 ;0. 28'-10? 40,_ 15" 21, 10 20 S,.1-9,'7311.22 5' 21 y6'' 20'-5" 22 5" 21'-6 20'-5'` 24-11-' 23 7 22;=0, 27'-9' 26.=8"25'-0 28 0' 26-11 125 6": 50 t 10 20 6 194, 19_8 18 4 18'9 17; 6„ 20 8. 19 EQ 20 2 18,"4 19 6 17, 6 20 8 19x,0 20 2 18y 4 19 17 6, 23 4 22 6 22 4 21:5 20 :11 25 7:` 23;6'22, 24 11 `24 1 9 ;21, 8, 25 9 25 2 8 22.,11. 24 4= 21,10' Boise Cascade cWP • Eastern Specifier Guide - 08/04/2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see paces 15-18. Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Boise Cascade EVP • Eas--er, , Specifier Gude • 03/04;2015 BCI®;4500s A;&-,"' BCi®450Qs 1 8< BCI®4500s .811'/e" 1 4 r. TotaLLoed Dflecf.- Total. Load Deflect. Total Load Span Length Non Snow Snow 115% : 125% : U2 40 : Snow 115% . Non - I Snow 125% U240 6 315 °.343 338 367- 1_53 7 X270 # 294= 1250/6 289 315 - 8 236 257 253 275 - 125 9 210 "228' 225 245 - 123 10 189 205 202 220 = 11 172 187 ' 92 -' 184 200 - 79 12 147 , n, , 160. tr , - 169 183 - 13 125 136 156. 189 - 64' 59 14 10_8 118 107 139 151 - 59 15 94 102,k 88 ::. 121 131 , 16 83 90 a " 73 ` , : 106 115 - 17 l 73 80 61 94 102 - 18 8 ` 6'V 84; 91 - 19 5$ 58 44 75 82 73 20 4`9 _ r '-`49 38 ` 68 74 63 21 43 y'' 43-_-"4``_ 33 61` 67 54 22 56 61 47 23 51- 54 42' 24 47' 48 37 25 43 43 32 26 27- 8y 29 k 30 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Boise Cascade EVP • Eas--er, , Specifier Gude • 03/04;2015 BCI®;4500s A;&-,"' 16" BCI84500s 1.8 5 -Y 11 4 IslLoad r.f Deflect., Total Load Deflect.: Non 178, Non- Snow Snow Snow 1_53 115%0 1250/6 U240` 1u37 133 145 356 1 387 ) - 305 332 - 267 290 - 237 258 - II3u1,214 232 209 194 211 1,91 178, j 193 177 i 164 164 1.52 179 166 1_53 142; 155 1u37 133 145 121 125 136 108. 113 123 I 102 111- 92 -' j 100 79 83. 76 90 I 82 619 75 60 56 Y M54 48 64' 59 69- 64 5.1 ....., 42 54 59 I 48 38 50 54 44 34 47 51 46 43 47 41 I rs 40 44 37. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALL® software if the length of any -span is less than half the length of an adjacent span. Slope roof joists at least 1/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these,tables should be limited to roof slopes of 3'/z" per foot or less For steeper slopes, see pages 15-18. Boise Cas_ade EV'sP • Easiern Specifier Guide • G8104;2015 BCI® 5000& 18 Series 30 2" Flange UVid 9'%z" RQF 500401.11'/a" BCI® 5000s 1.8 14!'13CV. 5000& 1.8, Deflect. Total Load Total Load Deflect. Total -Load , Deflect. Span Snow Non=Snow ;8s' Snow Non -Snow Snow Non Snow , Length 115% 125% L/240 115% 125% U240 115%0 is"" 125%`` I .";L/240" 6 315 I . 343 li 9° 338 367 7 270 294 a4 p '' - 289 315 j — 302 329 - 8 236 257 w — 253 __[_ 245 275 - 264 - 287 9 210 228 R " — 225 10 189; 2067.sp` 202 220 - j — 211 230 11 172 187. Ili' h` 184 200 — 992 209 v, .._ ,. 12 157 171 169 183 j — 176 13 145'-458 156 169 - — 162' ' i _' 177 — 14 125 136 1,20 144 157 — 151 164 = 15 109 ''° 118' 98 135 147 ( — 141 153 16 95 104 1 122 133 — 132; _L, 143 — 17 85"., 89 „ , 68If 108. 118 — 124 135 18 75 76 1> ?.`.58. 96. 105 ( _ - 1.14 :. 124:' •_. 19. 65 49 87 94 82 103 -. 112 20 56 . 56 42' 78 85 7193.`' z 1'01 = . 21 48 X48 aP37 71' 77 l 61 22 42 4'2 3 ` 32- 64 54 23 l; s. a , 59 62 ( 47 70 , 76 68 24 54 54 r 41 64 70 , 6 25 I!r 48 48 ( 37 59: 64 , e 54 26 43 43. j 33 . 55; .; 59 8 .,.. 27 55 ' 43 ' 28:_ 47 Boise Cas_ade EV'sP • Easiern Specifier Guide • G8104;2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'%2' per foot or less. For steeper slopes, see pages 15-18. Total Load values are limited, by shear, h BCI, 6000618'Serresi moment, or deflection equal to L/180. multiple span joists. Span is measured Deflection values (Deflect.) are limited by live load deflection equal to'L/240. Check BCI® 60006 1 8 r : 11%e' BCI®6000s 1.8 =, 14 BCI® 6000s 1 8 16'' BCI®6000s 1.8 length of an adjacent span. Total 'U' -d i Deflect. Total Load Deflect. Total,Load f._ Deflect:' Total Load, Deflect. lengths without web stiffeners for joist Non depths of 16 inches and less. Non- Non;; Non - Span Snow Snow Snow Snow Sn01N ; Snotiv Snow Snow Length 1=15%. 125% LI240: 115°/a 125% L/240' 1.15% ,', 125%0 ' L/240-, 115% 125% L/240 6 360 , 392. . 375 408 . , 390:.` i'4241 398 "' 432 7 309 336 322 350 334: '364 341 j 371 8 270 294 x M 281 306 293; i 318298 3241,,' 9 24,0 I # 261 250 272 260 265 288 10 2816 235 225 I 245 234, H254 238 259. 11196 204 222 217 236 12. 18;0 196. 187 204 1953 212 199' 216 i - 13 166 180 173 188 180 196 183 1 199 14 145 158 135 161 r 175 167` i 182 170 185 15 126 137 111. 150 r 163 A56 169 159 I 173 16 111 121 92. 140 153 146; 159 149 162 17 98 101 78;y 126 137 137 149 1.40 152 18 112 122 108. 130 j 1.41 132 144- 19 92 120' j130 r r 125 136 20 63 63 48 91 99 80 108`; (S 117 119 129 21 55 55 42 83 90 69 98"` 1;07 112 ` 122 22 48 48 36 `. 75- 79 60 102- 23 42 42 I ; 32 r ;. 69 70 53 82 ! 89 78 93 101 24 61: 61 47 75 8.1 68 , , 86, :. 93 25 54- 54 42:: 69,.: ;75. . r 61 79: , 86 ; 26 t' 49"49 37 64 6,9> 54t 73 27 r,, 43 43 33' 59 *` j, ;_63 48 67 ', i 73 65 28 5557 44 . 63 ° 68` 58 Total Load values are limited, by shear, Table values apply to either simple or moment, or deflection equal to L/180. multiple span joists. Span is measured Deflection values (Deflect.) are limited by center to center of the minimum required live load deflection equal to'L/240. Check bearing length. Analyze multiple span joists with the BC CALC software if thethelocalbuildingcodeforotherdeflectionlengthofanyspanislessthanhalfthe limits that may apply. length of an adjacent span. Both the Total Load and Deflection columns Slope roof joists at least Y4 inch over must be checked. Where a Deflection 12 inches to minimize ponding. value is not shown, the Total Load value will control. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. Boise Cascade EAP - Eastern Specifier Guide • 0810412015 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. Allowable Uniform Roof Load in pounds per lineal foot [PLF]) o 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®6500s.1: 8 Series 2s 1 Flange' Width 9'/z" BCI® 6500s 1.8 , 11'/" 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 Non Snow Snow';° 115% 125% 13 L/24Q'j Non Snow Snow 115% 125% L/240 Snow 115% Non- Snow 125%. ` U240'' Snow 115% Non- j 40 6 360 392 375 408 390 424 398 432 7 309 336 I h 322 350 334 364 - 341 1 371 - 8 270 29.4' 11 281 306 - 293 318 `" 298 1 324 9 240 261 1 !1 1, 250 272 - 260 283 - 265 288 -' 10 216 235 225 245 - 234 254 " - 238' 259 11 196 213 i 1! 204 222 - 213 231 217 236 - 12 180 196 i, 187 204 - 195 212 199' 216 - 13 166 180 ili 173 188 - 180 196 - 183 199 - 14 154 168' 147?0'i 161 175 - 167 182 - 170 185 15 140 152 1211.11 150 163 - 156 169- 159 173 = 16 123 132_ 1011' 140 153 - 146 159 - 149 162 17 109 111 85' 111 132 144 - 137 149 - 140 152 18 94 94 72 11 p? 125 ' 135 118 130 141 - 132 144 - 19 20 80 80 69 69 61' 1i 3'' 53 ` 1L 112 '122 101 ` 101 110 87 123 117 134 - 127 - 125 119" j 136 - 129 - 21 60 6>0 46" P k, 91 99 76 108 118 ""` = 113 1 123 22 52 52 - ' 40 li ;' 83 87 66 99 107 96-,,108' 118' 23 46 46 35; 3,11 76 76 58' 90 98 84 103 112 - 24 41 41 31: 1 1' 67 67 51 83 - 90 74 95- j 103 25 60 60' 45 76 83 66 87 f 95 26 53 53 40 71 j 77 59 81 , 88 79 27 ll 47 47 36 65 69 53: 75 81 71 28 43 43 32" 61 62 47 69 76' 63 29 l! 56 56 43 65 70 57 30 51 51 39 60 1 66 52 31 46 46, 35 57 62 47 32 j; 42 i 42 32 53 56 43 33 s; 50 51: 39 34 I 47 47 36 35 43 43 ( 33 wil PR h Boise Cascade EV IP • _as'em Specifier Guide • 03/0-'20.5 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3%" per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2 0 Serres BCI® 90§", 0 S6dg i 25/6"Flange Wldth3'/z' Flange Wldth 1'1'/e' BCI ®60s.2.0 14" BCl® 60s 2 0 ,16tE BCI®60S2.0:. 11'/e' BCI®90s 2 0 1.4'` BCI®. 90s 2:0 16'' BCI® 9'Osk2,9 rlTotalLoadIDeflect. Total Load ID'e'flect. ,Total Load I I na -]'Mefl6d. Total Load Deflect. De 66t. Non Non- Non N,on- Non wlo Span Snow Snow - Snow Snow Snow Snow Snow; Snow Snow Snow' Snow Snow: Length 6 d 413`` o 449" a 413 o_ 449 live load deflection equal to L/240. Check o 41,3 a 449 507 o ., 510 555 columns must be checked. Where a 5141 559=' _ ir 7 35'4`'354 Table values assume minimum bearing lengths without web stiffeners for joist 385' a 4354. 4385' 434.'.<' 472' 437 476 ` 441 479;' 8 309 413 = 383 416 385 N 419 =. - 9 275;' x299 275. 299 27.5 299 340 370 343' 372'; 10 247 269" 247 269 247 269 304 "'' 330 306 333 308` 335 278 302 280 '; 305n' 12 206;: 224` 206 224 206 22`4: 253'`' 275 255 277 257 279v S` 13i'1961"207 190 `' 207 190 207 234 `: 254 =° 235 256 237 258- - 14 177 192.`; 177 192 1'77 192, 217 236n;:> 218 238 220 239 15 165. 179 , 16:5 k. 179 204 222 205, 223:: - 16 1544' 168 154 168 154 168, 190r 206 , 191 208 192 209>; 17 145: 158 145 158 145 158 178 ,; 194:. 180 196 181.; , 1,97'; - 18 137; 149;._137 149 137 149 169,.""' 183., 170 185 171 186 - 19 130`; 141 123v 130 141 130 141 160':_ 174 161 175 162, 176 20134;,` 1,06 123 1x34 123 134; 152_ ro ,165 X153 ,.166 154; 167-- 21 118; 1281,,: 92 118 K 128 118 128, 144 157 „ 134` 145 158 159.' 22 1,06;; 106.; 81; 112 - 122 112 122 138r x 150 1„18 139 151 . 140: 152 `. 23>107 117 , 103 1,07 117; 132 136 104._ 133 .,144 rt 134: 145 24 82 82 ?. 63: x.1,03 , 112, 91 1Q3., 112;, 1201” 120 92 ° 12Z 138 u128:, 25 56 .. 99 106 81x 99 107; 107 t 107 82 122 133 117 123 134 ` 2694 y 72 9„5 103' 96 96 73 . 117. .128 104 118; 129 27 58' r 58 ;- 44 85 85 65 91 99. 87 86 86 l65' 113 123 94 114: 124 28 52: 2; 40, 76 76 58 88110. 84 110 -119 29 47 47 > 36; 69. 69 52 8,5 , 92' 71,, 70 X70, = r ` , 53: 100.: 100 76 106 115 102- 30 63 91 91 69 102. 1,11 '= 93 31 e 56 56 43 76 76 58 57 ,;' 57, 444% 82 82 53 99:; 108 85 32 51 51 39 69 69 53,. 52 52= 40? 75 75 57 96-. 101 4` 77 33 47 47 36 63 63r 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 3553 53; 4,1 " 40lf 40 31: 58 58 44 Z8, 78 ' 59 Total Load values are limited by shear, Table values apply to either simple or moment, or deflection equal to L/180. multiple span joists. Span is measured Deflection values (Deflect.) are limited by center to center of the minimum required live load deflection equal to L/240. Check bearing length. Analyze multiple span_ the local building code for other deflection joists with the BC CALL® software if the limits that may apply. length of any span is less than half the Both the Total Load and Deflection length of an adjacent span. columns must be checked. Where a Slope roof joists at least 1/4 inch over Deflection value is not shown, the Total 12 inches to, minimize ponding. Load value will control. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. Boise Cascade BAP - Eastem Specifier Guide • 08/04/2015 This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCI Joist Serie s Depth inches] Weight plf] Moment ft-Ibs] v 61 EI x 1W jb-in ] Kx 106: lbs] Shear Ibs] End Reaction {lbs] Intermediate Reaction [Ibs] i 1' Beanng t t 3%" Bearing No W$ WS... No WS WS 3'/ Bearing , 5Y. Bearing No WS WS ; No WS WS 8d'Common (0.131"o x 2.5") 9'/ 2.1 2360 155 5 1475.E 950 1125. 1125 1275 2100 2350 2525 2750 4500s 11% 2-4 3025, 11260 6, 1625 950, 1425, 1425 1475 2250 !; 2850 2525 3000 1.8 94 2.7. 3585 380 8f. 1825 950. 1525,, .1450 1725 2350 3050 (2525 ! 3200 16 10. 4090 515. 9m _ 1975,,.950;..;1625".. 1475 1975 2400 j 3200 ! 2525 3350 23 2725 175 5. 1475 950 1125:-, 1125 1275 2100 2350 j 2525 2750 5000s 2.6 3485 295 6 1625 95Q 1425 1425 1475 2250 2850 2525 1 3000r142.9" 4130 1'"430 8 1825 950' 1525,., 1475 1725 2350 3050 2525 j 3200 3.1 4715 580 9 1975 l'950r 1625,: 1500' 1975 2400 3200 2525 j 3350 2':5 3165 200' 5 1575 1175",1375 1375 1425` 2400 2650 2700 i 2750 6000s 11'/8 2'8 4060 X335 ' 6 ' 1675 1175 1425`: 1425 1475 2500 2850 j 2900 j 3000 1.8" 14 3.1 4815 14,00 ' 8 1925 1175 1525; 1525 1725 2600 3150 1. 2925 1 3200 16 3.3 5'495 I'660 ' 9. 2175 1175 1625_ '1550 1975 2650 3350 2950 .' 3350 9'/i 2.7 3505, X220 5 1575 1175 1375 1375' 1425 2400 2650 2700 ! 2750 6500s 11% 3.0 4495 365 ' 7 1675 1175 1425: 1425 1475 2500 2850 t 2900 ! 3000 1.8 14 3.3 5330 ii $35 8 1925 1175 i'1525, ` 1525= 1725 2600 3150 2925 3200 16 3.5 6085 720 9 .,' 2175 i 1175` 1625: 1550 1975 2650 3350 1 2950 3350 11'/a 3.2 6235 450 7 , 1675 11175 1425" 1425 1475 2750 `, 2850 3200 3250 60s- 2.0 14 3.5 7440 . 660 8 1925 1175 1525, 1525 1725 2750: 3450 3200 1 3650 16 3:8 8520 X895. R 2175 1175 1625,, 1550 1975 2750 3650 3200 i 3750 11'/8 4.3 . 9550: 1Z75 7 2150 1425 1850 1800 1950 3375 3700 1, 4000 4350 90s 2.0 14 4.6... 11390 980 - 8, 2350 f 1450_ 1,950 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) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) RCI® nianhranm TahlP 7 0 = 5w1, W12 384 EI K 0 = deflection [in] w = uniform load [Ib/in] I = clear span [in] EI = bending stiffness [Ib -int] K = shear deformation coefficient [lb] y @' Nail,Size AII:BCI® Joists`` Natling Perpehdicular fo GIue.Line,(Wide Face.. Nailing Parallel to Glue Line Narrow Face 0 C. Spacing inches End of Joist inches O.C. Spacing End of Joist - inches inches 8d Box, j (0.113'o x 2:57) 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges 4 1'/z 8d'Common (0.131"o x 2.5") 2= t . , 1'/z ; 4 3 10d.&12d;Box:(0.128"o x 3", 3.25"1 2; ,; 1',h ' 4 - - 3 16d Box„ . .: (035,7o.x 3.5') 1'/z :. 4 3 10d & 12d Common & 16d Sinker . (0.148"o x 3 3 25") 3 2" 6' 4 16d Common, 0.1627e x'3.5") 3 ," 2 BCI Series_ D)aphra m Capaci Unblocked, ., ``!'r 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 60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. If more than one row of nails is used, the rows must be offset at least Y. 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. Boise Cascade EV -P • =astem Specifier Guide • 08/04/2015 Boise Cascade Rimboard Product Profiles 91/ 211 11'/8° f: 1 j 1411 1 1611 11 1,/8 11 11s 15/, 611 13/1 BC RIM VERSBCRIMA -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 S Parallel lh" dia through bolts A307 Grades A&B, SAE AllowebleDesign•Values 3 ASTM Exterior Wall Sheathing MN Grades 1 or 2, or higher with washers and nuts) See chart for vertical load capacity. See chart for vertical load capacity. Max. x/32" thickness or Wdia lag screws (full penetration), staggered Horizontal BCI-/AJS•Joists Min. connection for40/10 psf deck loading Perpendicular or Deck Joist Length I Connection parallel to rim 12'-0° & less 2 rows rh° bolt or lag screw, 24" o.c. 300 pif max. Uniform I Point Latera_I,Capaclty; Flexural;Stress i12I 1"-18'.0- .2 rows lb" bolt or lag screw, 16° o.c. (450 ptf max.) to, Grain p Note:; For snow bads greater than 40 psf, and/or dead loads greater If (, Ib than 10 psf, size connection per max plf values shown above. Ib/in; ; , Treated Ledger- - use only 'asteners that. are approver) for use a'"`' W S .rCl,r,yN•`°. W" with corresponding wood treatment 3500 s spanLimited ;capabllities; see note 2 1." BC RIM BOARD®OSB«I' 4 , BOISE CASCADE' Rimboard x180 Notes: 4400 3500 Design of moisture control by others (only structural components shown above). Limited span;capabllities,"see riote 2 s® (,J,., 1 be'"VERSA LAM 1 4 1800 For information on deck lateral load connections to meet the 2009/2012 IRC, contact Boise 4450 • Permitted per bwlding code for all nominal framing floor Cascade EWP Engineering. Min. 8d nails at 6" o.c. per IRC. Min. 8d nails at 6" o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of Connection per design professional of For further information on residential deck design, see AWC DCA 6, Prescriptiverecord's specification for shear transfer. record's specification for shear transfer. Residential Wood Deck Construction Guide. Notes d Box (01130z,25) VerticalLoad . Capacity AllowebleDesign•Values 3 3 8d Common Maximum I or DlaphYagmFo 3 Modulus of Horizontal ompr'ession erpendlcular Uniform I Point Latera_I,Capaclty; Flexural;Stress Elasticity Shear to, Grain Product =, , - If (, Ib r.._ lli7ft -: - Ib/int Ib/in; ; , Ib/in Ib/inz . 1 BC RIdA' M B 3300 3500 s spanLimited ;capabllities; see note 2 1." BC RIM BOARD®OSB«I' 6 x180 1Va" BC' RIM BOARD®OSB (2) 4400 3500 180 Limited span;capabllities,"see riote 2 s® (,J,., 1 be'"VERSA LAM 1 4 1800 6000. C 4450 • Permitted per bwlding code for all nominal framing floor 1800-1,400,000. 225,- 525 1. 2 thick diaphragms 1'/"VERSA LAM®2.0 3104('J = 5700 4300 Fermltted per bulldm code for all nominalg 2 thickframing floordlapli agms t' 3100 2 000,000... 285 750 r Notes d Box (01130z,25) 3 3 3 3 8d Common 3 10tl &.12d Box (0:128 0 x 3 ;3 25r) 3 {; 3 See publication in note 2 for 10d &• 1211 Common & furthe(nailing information.,q 4 16d, Sinker ..... o x 3 .>3 16d Common , (0162°o z 3 5"•) 6 6 `- Boise Cascade EVVP • Eastern Specifier Guide• 08/0412015 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information. r— -, . - --—_._ An Introduction to VERSA -LAMS Products nn® 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 Douglase 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 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. 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. Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holeslin any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth, Max. HoleE1.Diameter 5'/2" 71/4" 1' 9'/4" and greater 2" Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM® beams are to be installed in accordance with the plans and Boise Cascade 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. End Bearing r \ r Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification® for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. Bone Cascade EWP • Eastem Specifier Gu=de • 08i0412015 F DedI Ing dl aofl(dere/rildbanry Wdllb It l. e.• a •se a „°' Dearing Tor 000r or winaow neaaer beam to oeam.connector Hearing at column Provide moisture barrier and air lateral restraint space aebearing. Number Strap per code if top plate is not continuous over header. Verify hanger, capacity with xl hanger s 2 rows 2 rows @ required between 2 rows xs manufacturer t i VERSA -LAM® 6 12" o. c. a concrete @ 6" o.c. Members 12" o.c. 12" o.c. staggered staggered staggered staqqered staggered column: x and wood 2. 3(2) 350 1 525 375 755, -1515 1 420 840 1685 4131 use bolt schedule 335 670 1345 1 370 745 1495 e Column connector design use bolt schedule 855 1 1715 N/A 1 1125 2250 N/ Az s` 1%" VERSA -LAM® (Depths of 24") Number Nailed 111 15" Dia. Through Bolt0) %" Dia. Through Boltlll per 1 12: professional Sinkers @ Sinkers @ 24" o:c. 8" 18" o.c. 6" 12" o.c. 4" 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" 1 , Trimmers 1 of record Slope seat cut 312 Bevel cut I Beam to concrete/masonry walls use bolt schedule 505 670 1010 .560 745 1120 Bearing framing into wall p I Wood top plate must be flush Sloped seat cut Not r`, w`I a 1 with inside of wall Hangers Strap per code if top plate is not to exceed I continuous of bearing DO NOT bevel cut VERSA LAM® beyond inside face of wall without approval from e• Blocking not shown for clarity. Boise Cascade EWP Engineering Moisture barrier between t • torBCCALL° software analysis concrete and wood VtKSA-LAM'" Installation Notes - Minimum of h" airspace between beam and wall pocket or adequate barrier must be VERSA -LAM® beams are intended for interior applications only and should be kept as dry provided between beam and concretelmasonry. as possible during construction. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in Continuous lateral support of top of beam shall be provided (side or top bearing framing). your region's Specifier Guide. 1. Design values apply to common It l. e.• a •se a „°' 3. 16d box nails = 0.135' diameter x Maximum UriifoehilSide Load [psf] beam to the bolt holes must be at Nailed (3) %" Dia. Through Bolt (1) %" Dia. Through Bold') Number 2 rows 16d 3 rows 16d 2 rows @ 2 rows @ 2 rows 2 rows @ 2 rows. @ 2 rowsof Sinkers @Sinkers @ 24" o.c., 12" o. c. @ 6" o.c. 24" o.c. 12" o.c. @ 6" o.c. Members 12" o.c. 12" o.c. staggered staggered staggered staqqered staggered staggered 1%" VERSA -LAM® (Depths of 18"`and less)' 2. 470 1 705 505 1010 1 2020 1 560 1120 2245 3(2) 350 1 525 375 755, -1515 1 420 840 1685 4131 use bolt schedule 335 670 1345 1 370 745 1495 3Yz' VERSA -LAM 2t3t use bolt schedule 855 1 1715 N/A 1 1125 2250 N/ Az 2) 314" plies 1%" VERSA -LAM® (Depths of 24") Number Nailed 111 15" Dia. Through Bolt0) %" Dia. Through Boltlll of 3 rows 16d 4 rows 16d 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ 3 rows @ Members Sinkers @ Sinkers @ 24" o:c. 8" 18" o.c. 6" 12" o.c. 4" 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" 12" o.c. 12" o.c. staggered stappered staqqered staggered staggered staggered 2 705 940 755 1010 1515 840 1120 1685 312 525 705 565 755 1135 630 840 1260 4 0) use bolt schedule 505 670 1010 .560 745 1120 1. Design values apply to common The distance from the edge of the 3. 16d box nails = 0.135' diameter x bolts that conform to ANSI/ASME beam to the bolt holes must be at 3.5" length, 16d sinker nails = 0.148' standard 818.21-1981 (ASTM A307 least 2' for'/:' bolts and 2'/' for W diameter x 3.25' length. Grades AB AESAE J42 Grades 1 bolts. Bolt holes shall be the same 4. T wide must be top -loaded or 2, or higher). A washer not less than be diameter as the bolt. or loaded from both sides (lesser a standard cut washer shall 2. The nail schedules shown apply to side shall be no less than 5%of between the wood and the bolt head both sides of a 3-memberbeam. opposite side). and between the wood and the nut. 3 &A,16d fioz)slnker n"ails`@ 12 o.c ` 450 psf "-'" r;yr For top -loaded beams and beams with side loads with less than those shown: and by 25% for non -snow load roofs 7. Connection values are based upon Nailing Isl " Maximum Uni orm; Load From One Side the 2012 NDS. Depths 11W & less s 2 rows 16d box/sinker nails @ 12 Co:cr 400 plf, y 2) 1%" plies , Depths 14" - 18" 3 rows 16d bozlsinker'nails @-12' .o.c. 600 plf .' 6. An equivalent specific gravity of Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c;l 800 plf'.' 77 ,. . Depths 11'/, & ess, r2`eb V l6iJ bozlslnker`nall5@ 300 psf;; 3) 1% " plies,li,> Depths 14 , :18':'> 3 &A,16d fioz)slnker n"ails`@ 12 o.c ` 450 psf "-'" r;yr Boise Cascade EYP • Eastern Specifier Guide • 08%%04'2015 Depths 18" & less . , 2 rows "bolts @ 24" o.c., staggered - 335 plf,, 4) 1%" plies Depth = 241", 3 rows h bolts @ 24' o.c., staggered every 8' 505 plf, Depths 18" & less 2 rows h' bolts @ 24 o c., staggered " 855 plf 2) 314" plies De `th 20'`- 24'" 3 rows /: bolts` 24 o.c.;`sta' ered'every 8 1285 If 1. The nail schedules shown apply to and by 25% for non -snow load roofs 7. Connection values are based upon both sides of a 3 -member beam. where the building code allows. the 2012 NDS. 2. 16d box nails = 0.135' diameter x 5. Use allowable load tables or BC 8, FastenMaster TrussLok, SimonUSP3.5' length, 16d sinker nails = 0.148' CALC® software to size beams. Strong -Tie SDW or SDS, and diameter x 3.25' length. 6. An equivalent specific gravity of WS screws may also be used to connect multiple member VERSA - 3. Beams wider than 7' must be designed by the engineer of record. 0.5 may be used, when designing sppecific connections with LAM° beams contact Boise EngineeringforCascadefurther4. All values in these tables may be VERSA -LAM®. lfEWP gineering increased by 15% for snow -load roofs Boise Cascade EYP • Eastern Specifier Guide • 08%%04'2015 Designing Connections for Multiple VERSA -LAM° Members When using multiple ply VERSA -LAM® beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA -LAM® floor beam. Given: Beam shown below is supporting residential floor load 40 psf live load, 10 psf dead load) and is spanning 16'-0". Beam depth is limited to 14"._ in Find: A multiple 13/." ply VERSA -LAM"' that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary widtf that beam is supporting: 14'/2+18'/2=16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC® to size beam. A Triple VERSA -LAM" 2.0 3100 13/4" x 14" is found to adequately support the design loads 3. Calculate the maximum psf load from one side the right side in this case). Max, Side Load = (18'/ 2) x (40 + 10 psf) =,450 plf 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 13/4' VERSA -LAM®, 3 members. 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c: 525 plf is greater than 450 plf OK Bolts: V" diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK VERSA -LAW 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] i KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1 " VERSA-LAM 2.0 3100 Double Ply 1'/." VERSA-LAM® 2.0 3100 or 3'fP VERSA-LAM 2.0 3100 r Triple Ply 16/." VERSA-LAM® 2.0 3100 or 5W VERSA-LAM 2.0 3100 Quadruple Ply 1'/." VERSA-LAM62.0 3100 or 7" VERSA-LAM 2.0 3100 such as a weaker support material, may warrant longer bearing lengths. Table values assume that 71/." 1 9Yi' 111%" 14" T/y" 9Yd' 111/6" 14" 16" 1 18" 124" 9Yi' 111/6" 14" 16" I 18" 20" 24" 111/6" 14" 16" 18" 120" 1 24" 6 763 1063 762 i 1424 1795 1525 1 2126 1'2849 1 3590 1 4387 1 5232 5226 1525 3189 1 4273 5384 6580 1 7648 L7845 .7838 I-- 5697 7179 8773 10463 10459 10451 limitations of this table by analyzing a specific application with the BC CALC6 software. 1.8/4.42.4/6.113.3/8.2,4.1/10. 1 1.8/4.4 2.4/6..1 3{3/8.2,4.1/10.30.3-,5 .6 6/15 6/15 2.416:1 3.318.2,4.1110.3,5112.6 6/15 i 6115 6115 3.318:2,4.1/10.3,5)12.6 6/15 1 6115 i 6/15 479 ' 746 1 979 J12()7 957,, 1492 'R1957 2414 2886 =34023913 2237 2936',1 3622 4328'1 5103`1 5876 :5870 3914 4829' 5771r' 6803 `7834',1. 7826 724 643 1'1447 1[ - 1.5/3.712.315.7 3/7.5 3:719.3 1;513:7 2.315,7 1 3/7.5 3:7/9.3,4.4111.1!'5.21131, 6/15 2.3/5.7 ;3/7.511719:3,14.41,11.11(5.2/13 `6/15 ,6/15 3/7.5 3.7/9.314.4/11.11,5.2113 ; 6%15 6/15 243 551 1 745 1 909 02 ;1489 1817 2148 1 2502 3126487 2.1 1653 2234 2726 3222 3753 1 4322 4688 2978 3635 4296 1 5003 5763 6251 10 165 370 724 3291 , 1447 1111 .2171 - 2894 1,51312.115.312.917.1 3.5/8.7 1.5/35.32.9/7.1 3.5/8.74.1/10.3.4.8/12] 6/15 2.1/5.3 2.9/7.1 3.5/8.7,4.1/10.34.8/12;5.5/13.8 6115 2.9/7.1 3.5187,4.1/16:34.811215.5/13.8 6115 182 413 1 665 808 364 1 825`°.1' b3TJ 1617 1904 1 2209 ` 2839 1239 " ,1995 2425 2856 _j 3313 3800 1, 4259 2659 1 3233 3807'1 4417'1 5067 (`5679 11 124 ' 278 544 - 247 55Z #_,1087` 835 1631 - 2175 - 1:513-11.7/4.41 2.6/7 3.4/8.5 1.5/3 1Z1`44,t,2:8/7 3.4/8.514/10.114.7/11.X,6/15 1.7/4`.4 2.8/7 3.4/6.5 4/ 10.1 14.7111.7,5.41,13. 2.817 13.4/8.514/10.1 14.7111.75.4/.13.46115 12 139 317 95 I 214 1.513 1.513.712.716.8 1 585 1 728 419 1 686 3.418.4 279 1 634 ;01170 1456 1 1709 ] 1977 . 2601 191 1 429 1 937 1 1372 I - 1.513 1.513.7 2.716.8 3.418.413.9/9.9;4.6/11.4; 6/15 950 1 1755 1 2184 1 2564"1 2965 1 3390 3901 643 1 1256 1 2058 - 1.5]3.T72.7/6.8 3.4/8.41-4T-5-.2113.9/9.914.6/1311. 6/15 2340 1 2912 1 3418 1 3953 4519 1 5201 1675 1 2745 j - 2.7/6.8 .3.4/8.4 3.9/9.9 4.6/11.4, 5.2113 6/15 109 1 248 488 662 217 496 a1 976 1324:1 1550 1789 1 2399 744' 1464 1986' 2326' 2683 ' 3059 ( 3598 1952 2647 3101' 3577 4078 1 4797 13 75 169 1 329 540 150 337 ' 659 1079 506" .988 1619 1 - 1317 2159 - I '- 1.5/3. 1:513.1;2:416.1 3.3/8.3 1.513 1.513.1 2.4/6.113.3/8.313.9/9.7,4.5/11.2.5/15 1.5/3.112.4/6.1 3.3/8.3 3.9/9.7,.5/11.2$.1/12.7I<6/15 2.4/6.1 1'3.3/8.313.9/9.7,4.5/11.25.l PiZ7,! 6115 86 198 1 390 585 173 395 p 779 ' 1171 1 1418 11633 1 2226 593 1 11691 1756 2128 1 2449 2786 1 3338 1558 2342 1 2837 1 3265 1 3715 4451 14 60 135 264 432 120 270 ";527 864 1290 ' - 405 791 1296 1935 , - 1055 1728 2580 - - 1.513 1 1.513 2.115.313.2/7.9 1.5/3 1 1.5/3 12.1'15.313.2/7.9 3.819.6' 4.4111 1 6/15 1.5/3 12.1/5.313.2/7.9 13.819.614.4/11 1 5/12.5 6/15 2.1/5.3 3.217.9 3.819.6 4.4/1115/12.516/15 70 160 1 316 1 509 139 1 320 1,631 1018 1307 1562 1 2076 479`` 94T" 1527 19601 2253 r 2558 -3113 1262 2036 2614 3003 3410 ''4151 15 49 (, 110 1 214 '351 98 220 :`429 703 1049 1'1493 329:: 643. 1 1054 1 1573_, 2240 - 8581 1405 20981 2987' 1.5/3 1 1.513 1.8/4.612,917.4 1.513 1,5/3 {.8%4:6 2.9/7.4 3.8/9.5;4.3/10.9'6/.115 1.5/3 11.8/4.62.9/7:4 13.8/9.54.3110.94:9%12.3 6115,- 1'.8/4:6 2.9 / T41 3:8/954.3/10.94.9112.3 6/15' 57 .j 131 1 259 427 113 1 262 1E518 1 854 1 1151 ' 1390 1 1944 393 1 777 1 1281 1727 1 2085 1 2364 2917 1036 1708 2303 2780 1 315.1 3889 16 40 90 177 ] 289 80 181 353 579 1 864 .1230 1 271 530 868 1296 1846 - 707 1158 1728 2461 1.5/3 1.5/3 1 1.6/4 2.6/6.6 1.5/3 1.513 1 1:6/42.6/6.613.6/8.94.3/10.71 6/15 1.5/3 1 1.614 12.616.613.618.9(4.3/10.14.9112... 6/15 1,614 2.6/6.6 3.6/8.9;4.3/10.7,4.9112.2 6/15 108 1 215 1 355 93` 1 217 1'1430 710 ` 1018 ,; 1274 1 1826 325 645 1,065 1527 ( 1911 2196 2739 860 11420 1 2036-1 2547 1 2929 3652 17 75' 147 241 67 151 1295 483 720 1026 226 -r 442 724 1081 1539 '2111 589 965 1441 2052 2814 1.5/3 11.513.6 2:3/5.9 1.5/3 1 1.5/3: 11.5"/3.612.315.9 3.3/8.44.2/10.5, 6/15 21.513 11.5/3.612.315.913.3/8.414.2/10.5'4.8112 - 6/15 1.6/3.612c3/5.91313/8.414.2/10.54.8/12!6/15'' 90 1 180 298 77' 181< -360 596 { 894 1134 11 1701 271 1 540 1 894 1341 1 1701 1 2051 2552 726 111191 1 1788 1 2268 2735 ; 3402 18 64 124 203 56 127 246' 407 ! 607 864 191 372 610 910 1296 1778 - 496 813 1214 1728 2371 1.5/3 1.513.2 2.115.2 1.5/3 1.5/3 1 513.2 2.115.23.1/7.81 4/9.9 15.9/14. 1.5/3 1.5/3.2 2.115.2 3.117.8 4/9.9 4.8/11 95.9114. 1.513.212.1/5.213.1/7.81419.9 4.8111.95.9/14. 76 1'152 252 65. 152'' 304-! 504 1 758 1016'(" 1592 229: $57 757 1'1137 ; 1524 `!-1863 2388 609 ;1009 1516 " 2032,.,.2484 3184 19 54 105 173 48'- 108 ' 211 346 516 735 162' 316' 519` 774 .`1 1102 (1512 i- - 422 1 691 1032 1470 1 2016 4.5/3 11.5/'3 11.9/4.7 1.5/3 1 1.5/3 1•1°513 11.9/4.712.8/7 1'33/9.415.8/14.6.1.5/3 1,1.5/3 1:'914.7 2.8/7''13.7/9.44.6/11:45.8/14. 1.5/3 1:9/4.7 2.8/T'13.7/9.44.6111.4.8/14. 65 130 215 54 129 259 -j 430 1 647 "> 915 .1,1496 194 1 389 1 646 " 971 1 1373 1 1678 1, 2243 519-1 861 1 1295 11830 2237.; 2991 20 46 90 148 41 93 181 296 442 630 1493 139 271 445 664 945 1296 2240 362. 1 593 1 885 1260 1728 2987 1.513 1.5/3 1.7/4.2 1.5/3 1 1.513 1 1.513, 1.714.212.5/6.3i3.618.95.8114.5 1.5/3 1 1.51311.7/4.212.5/6.31,3.6/8.9,4.3/10.9,5-.8-/1-4.-5 1.5/3 11.714.212.5/6.313.6/8.9",4.3/10.85.8/14.,I 1 96 - 160 95 ', 192 .1 320 I 482 ( 692 1304 142 6288 '480 1 724 1 1038 .. 1382 1956 384: 640 965 1383• 1842 .2608 22 68 111 70 136 223 332 ' 473 1122' 104 " 204 334' 499 ,j 710 i 974 1683 272 445'865 947 `1 1299 j 2244 1.5/3 1.5/3.5 1.5/3: 1;5%3 1.5/3.5 2.1/5.2' 3/7.4 5.6113. 1.513 1.5/3 1:5/3.5 2.1%5.21 3/7.4 3.9/9.9b.6113. 1.513 1.5/15:12.1-15.2 317.4 13.9/9.9]5.6/13. 72 - 122 1 71 1;45 243 368 1 529 1 1092 106 1 217 365 552 1 793 1095 1 1638 290 486 736 ` 1057'1 1460 2184 24 52 86 54,. 105 172 256 365 1 864 80 157 - 257 384 ( 547 ; 750 1296 209: 343. 512 729 1000 1728 1.513 1.5/3 1.513 1.5/3 1 1.513 ]1.8/4.42.516.35.1/12. 1.5/3 1 1.513 1 1.5/3 11.8/4.412.5/6.313.4/8.65:1112. 1.5/3 1.513 1.814.412.5/6.3 3.418.6,5.1/12. 1 56 "A7 54 111 188 286 °` 412 1 927 - 80` 167: 282 429 ; ,618 855 1 1390 223 376 572 824 1139 (• 1853 26 41 42 82s. 135 201 287 .680 63 124 202 302' 430 590 1020 165 -270 403" 574 1 787 1359 1.5/3 1.513'. 1.5%31 1:513 1.5/3.712.1/5.3,4.7H1. 1.513 %1.5/3 1:513 1.5/3:712.1/5.3'2.9/7.314.7/11: 1.5/3 '1.5/3 /11.19 1 74- 871`! 148 1 226 1 326 792 61: 130" 222 1 338 1 489 678 1188 174 296 451 ' 652 I 964 11584 28 1 54 . 66• 108 161 230 ";;.544 51 99 162 242 1 344 472 ,816 432 216 322 459 630 1088 1 1.5/3 1.5/3 1.5/3 11.5/3.2 1.8/4.614.4110. 1.5/3 1.513 1.5/3 1.513.2, 1.8/4.612.516.34.4/10. 1.513 1 1,5/3 11.513.211.8/4.612.5/6.314.4110. 1 59 68j 1 118 180 1 262 1 _639 102 ' 176 271 ' 393 j 546 ' 959° 137 235 361 523 ,1,728 1 1279 30 44 54R' 88 1 131 187 442 80 132 197 ; 280 384 664 107 176 262373 1 512 1 885 1.5/3 1.5;M 1.5/3 1.513 1.614 3.8/9.5 1.5/3 1.513 1.5/3 1" 1.6/4 12.2%5.5 3.8/9.5 1.5/3 1.5/3 1.513 1.614 12.2/5.513.8/9.5 Total Load values are limited by shear, moment or deflection equal to L/240. 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 L/360. Check'.the local building code for other such as a weaker support material, may warrant longer bearing lengths. Table values assume that deflection limits that may apply. support is provided across the full width of the beam. Where a Live Load value is not shown, the Total Load value will control. r For 2 -ply, 3 -ply or 4 -ply beams; double, triple or quadruple Allowable Total Load and Allowable Live 1 Table values represent the most restrictive of simple or multiple span applications® Span is measured Load values. Minimum Required Bearing Lengths remain the same for any number of plies. center to center of the supports. Analyze multiple span beams with the BC /ALC software if the length 16/. inch members deeper than 14 inches are to be used as multiple -member beams only. P P y of any span is less than half 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 CALC6 software. edge and applicable compression edges of the beam. 1 Boise Cascade EVVP - Eastern Spec:'fier Guide • 09/04/2015 , VEF<bA-LAM`K' Z.0 3100 .(115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Fiqures - Minimum Required Bearinq Lenqth at End / Intermediate Su000rts finchesl Span ft] 1'/." VERSA -LAM® 2.0 3100 Double 3" VERSA -LAM 2.0 31003100 or 100 or1103100 Triple 51% VERSA -LAM 2 Quadruple PIV1002.0 3100 or VERSA-LAM 2 0 3 T/." 91/2" 11'/a" 14" 7M." I. 91/2" 1 1P/" 1 14" 1 16" 1 18" 1 24" 1 91/2" 111%" 1 14" 1 16" 1 18" 1 20" 1 24" 11'/a" i 14" 1 16" 1 18" 1 20" 1 24" 878 1223 1639 !,,2065 1755 2446 1 3278 1 4130,, 5047 11 52325226 3669 4917 76195, 7570 ,:7848 7845 ,1 7838, 6556 8260 10094 10463:,10459 10451 2/5 2.817 3.8/9.4;4.7111. 2/5 2.8/7 3:8/9.44.7/11:85.8/14.5 6/15 6/15 2.8/7 13.8/9.44.7/11.85.8/14;5 6/15 6/15 6/15 r 38/9.414.7/11:85.8/145 6/15 6/15 6115. 598 858".1 1126 '1389" 1197"'`1717 2252 2779^ 3321 3915 1 3913" 2575" 3379" 4168; 4981.' "5872: 5876'1'5870 4505" 5558'`6642• 7829' 7834' 7826` 111.8/4,612.6,16A 35/864.3410 1.8/4.6,126/6.6 31518.64.3/1,0.651/127:6/15, 6/15:' 2616.61]3.5/864.3/10:651/12.7.6115;. t6/15,,' ) 6/15; 3.518.6d.3/10.6 5.1/12.71 6/15 6915 6115.= 326 637 857 1046 651 1 1274 1714 2092" 2472,1 2880 3126 1912 2571 3138, 3709 4320. 4695, 4688 3429 j 4184 4945 .5759 6259 6251 10 247 556'...; 494 1111 1667 1.513.112.4/6.1 3.318.2 4/10 1.5/3.112.416.1 3:3/8.2 4/10 14.7111.95.5/13.8 6115 2.416.13.318.2 4/10, 4.7111.915.5/13.8 6115 6/15 3.318.21 4/10 4.7/11.95.5/13.8 6/15 6/15, 244' 526 >i 765.1 931 487 1052 15.31` 1861". 2192 2543°-2839 1577 2296 2792- 3288 3814'.' 426511 4259"'3062 3723 4383'"5085 "5687 5679` 11• 966 418:;' 371 835- 1253 1.513 2.2/5:8 3.2/8.1 3.919.8 1.5/3 2.2/5:6 3.2/8.1 3.91984.6/11.65.4/13.4 6115,, 2:2/5.613.218.113.919.846111.65:41134:6/15}'• 6115 3:218.1 3.919.84.611165:4113.4 6115' 6/15:: 187 424 , 674 i 838 374 I 848 1347 1676 1968 2276 2601 1272.:2021 2514 2952 341,4 3903,,1 3901, 2694 3353 3936 4552 5203 520f' 12 143 322 628 286 643 1256 965 1884 2512 1.5/3 2/4.9 3.1/7.813.9/9.7 1.5/3 2/4.9 3.1/7.8 3.919.7 4.5/11.3'5.2/13.1 6115 2149131/78 3.9/97 4.5/11.35.2/13.1 6115' 6/15 3.1/7.81 3.9/9.714.511115.2/13.1 6/15 1 6/15. 146 332`° 573 762 292 665 1.146' 1524' 1785'1:2060 2399' 997' 1719 2287- 2678 :3089'`3522'1 3598 2292 3049' 3571' '4119"-4696 4797" 1g` 112: 253 -` 494 225'," 508 988: 759, 1482 9 `"-; 1976 1.513 1.7/4.2 2917.2 3.8/9.5 1.513 1.7/4,2 2:917.2 3.8/954.5/11.25.1,1129.6415; 1.7/4.22.9/72 38/9;5145/11.25.1/,12.95.9114:17.6/15 2:917.2 3.8/9:54.5/11.25.1112.95.9/14.7 6/15" 116 265.1. 493 674 233 1 530 987 1349 1634 1880 2226 796 1480 ' 2023 2450 ' 2821 .3208 1 3338 1973 1 2697 3267 3761 4278 4451. 14 90 203 396 648 180 405 791 1296 608 1187 1944 1582 2593 1.5/3 1.513.6 2.7/6.713.6/9.11 1.5/3 11.513.612.716.713.6/9.114.4/115.1/12.71 6/15 1.5/3.612.7/6.713.6/9.114.4111 S. 1/12:75.8/14:4; 6/15' 2.7/013.619.114.4/11 5.1/12.75.8/14.4,1 6/15 94 215';, 423 586" 188`'' 429 846 1173" 1505 1-1730' 2076 644 1268 1759': 2258" 2595" :2948' 3113 1691 2346 3011 3459'1 3928,• 415f. 15 73 71-165 ,' 322,J:-527. 146 329 643 ' 1054.:' 494 • x:965 1581 1288 2108 1:513. 1.5/3,1:2.5/6.13:4/8.5 1.5/3':1.5/3.1 2.5/6.1 3.4/8,5;4.3/10.95112.51.6/,15:.1.513.1 2.5/6.1 1418..54.3/10.95/12.515.7114:216/15 2.5/61 3.4/8:514.3/10.95/12.55.7/14.2 6/15 77 176 347 '0 515 153 352 695 1029 1327 1601 1944 528 1042 1544 1990 2402, 2723: 2917 1389, 2058 2653 3202 3630 3889 16 60 136 - 265 434 121 271 530 868 1296 407 795 1303 1944 1060 1737 2593 1.5/3 1.5/3' 2.2/5.4 3.2/7.9 1.513 1.5/3 2.2/5.4 3.2/7.94.1/10.24.9/12.3 61.15 1.5/3 2.2/5.4 3.2/7.94.1/10.24.9/12.3 5.6114 6/15 2.215.4 3.217.9,14.1/10:24.9/12.3 5.6114 6/15 63" 146 :" 289 455 127.1 292" 577' 910` 1173 1468 1829 438 1':'866 1365' 1760'' 2201 ' 2531,1 2743 1154 1820 2346' 2935"1 3374. 3657- 17`•-50. 113 221 1.362' 101 226 442 x724,' 1081 i 339'' 663 ' 1086'`. 1621 '' ,;`, 884 1448 2161 1".5/3 1.513,! 19/4.8„3/9.5 1'.5'13:,1-1.513` 1:914.8 317.5; 3.919.6 4.8/12 6/35' 1.5/3 11:9148 3/7.5 3.919.6 4.8/1215.5/13:8 6/15 1:914:8 3/7:5 3.919.6 4.8112 5.5/13.8 6115` 53:. 122.;:` 242 1, 399 106'.1 244 484 799 1045 1307 1.1726 367 726 1198 1567 - 1961 2364 ' 2588 968 1598 x2089 2614 3151 3451 18 42 95 186 305 85 191 372 610. 910 " 1296 286 558 915" 1 1,; 1366 1944 744 1220 1821 2593 1 711 1.5/3 1.5/3.9.7/4.3, 2.817 1.5/3 1.5/3 1.7/4.3 2.8/7 3.6/9.1,14.5/11.41 61,15 1.5/3 1.7/4.3 2.817 3.6/9.114.5/11.45.5/13.7 6115 1.7/4.3 2.8/7 3.6/9.14.5/11.45.5/13.7 6/15 103. 205 ' 339' 89 206 410 677' 936 1171, 1634` 310 x'615 1016x 1404' '4757 2147 12450 820 1354 1872 2342 ('2862 3267 19 81 ;; 158"', 259 72 162. 316 519" 774 14102 , 243 475'' 778 ' 1161 `1653 t r 633 14037 1548 2204t 1 1.513 li5/3:8(2.516.3 1.513 1.513 1.513:812T6.313.418.6,14'.3'110.8 6115' 1513/9-:5/38 25/6=9 3.418.614.3/10853113;1P 6115" 1':513.8 2.516x3 3.418.64!3/10.85.3/13.11 6115: 88.'-' 175 289 75' 176 350. 579 843 = 1055 i'155R 263 525 868 r 1265 1583 1934 2326 699 1157 1686 2110 2579 .1 3101 20 69 :, 136 .. 222 62 139 271 445 664 945 ,i• 208 407 667, 996 1418 543 889 1327 1890, 1.513 1.5/3.42.3/5.6 1.5/3 1.513 11.513.4 2.3/5.6 3.3/824.1/10 6/15 1.5/3 1.513.412.3/5.613:3/8:2,4.11,10.2,5/,12.5 6115 1.5/3.412.315.613.318.21,4.1/10.2 5/12.5 6/15 65 R1; 130. 216, 54 I 130. 260 431r 649 869 11407- 194 390 647.` 973; 1303 1593 i 2111 520 862;1 1297 '1738 2124. 2815' 22 52 "; 102 167- 46 ` 104 z 204 334 499 71072E 157 306 561' ' 746 " ' 1065 1461 " 408 668` 997 ` 1420 ',1948 L5/3 1,5/3' 1.9/4.7 1.5/3" 1.5/3 1513" 1'.9/4312.8/7 3'.719.3; 6/15°` 15/3 1':513 1.9/47 2.8/7``3:7-19.3,1 .5111.31 61,15 1.5/3 1.9/4,19 2.8/7. 3,17/9.34°,5/11.3'6/15 1' 99 1 164 98 197 329 496 1 711 1259 146 296 493 744 " 1066 1334 1889 395 658` 992 1422 1779 '1 2518 24179 1 129 80:, 157 25Z. 384.. 547 121 236 386;. 576 `. 820 1125,c 314 515 768 .1094 1500 1.5/3 11.6/3.9 1.5/3 1.5/311.6/3.912.315.913.3/8.3'5.9/14. 1.5/3 1.5/311.6/3.912.3/5.913.3,.,18.314.2/10.4;5.9/14 1.5/3 i.6/3.912.3/5.913.3/8.3,4,2/10.45.9/14. 76 128 75.' 153 256 ' 387 555 1069: 112 229 383'' S80 833 ,;`1132'.1 1604 305 511: 773 1110 1510 1 2139 101 63: 124 202 302 i 430 1020.'' 95 185 304.' 453 ' 645 : 885 ", 1529 247 405` 604° 860 1180 12039' 1 513` 11:513.3: 1.5/3 1:513 1:513.3 215"' 2.8/7.115.4/13. 1.5/3' 1`.5/3 1.513:3 2/5,`"2:8/7•.1 3.8/9:65:4/13. 1.5/3 1.513.3 2/5 2.8/7.1 3.`8/9.6 5:411 3. 60 "1"101 58 120 202'- 306 441 i 919' 87 180 303' 459' 661 914 1 1378 240 404' 612- 882 1219 1837 28 49 81 51 99 162: 242. 344 816 76 148 243: 363< 517 709 1224 198 324.. 484; ,689 945 1633 1.513 i, 1.513 1.513 1.513 1.5/3 1.7/4.3 2.4/6.11511,2.6 1,51131:1.5/1 1.51311.714.3,12.416.113.4/8.415112.61. 1.5/3 1.5/3 1.7/4.3 2.4/6.1 3.418.415112.6 1 81„ 95 • 161„ 246„ 355. I: 797 68 ..143 242' , 369 z ;533 738 1196, 190 323; 492 710 1 984.1 1594' 80 132 _ 197 280 664 62 121 198' 295 420 I 576;' 996 161 263 393 560 768 1327 i 1,513 1:513 1.5/3w 1.513.7 2.1/5.30.7/11:7 1.5/3 1.5/3 1:513° 1.5/3.7 2:1/5.3 2.9/7.34.7/11.7`1.5/3 1.513" 1.513.7 2.115.32.9/7.3;4.7111. Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Boise Cascade EVIJP • Eastem Specifier Guide - 081041'2015 Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2 -ply, 3 -ply or 4 -ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'/. inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to abroad range of applications. It maybe possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. VERSA -LAM° 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1%:'VERSA-LAM®2.0 3100 Double=3'S' VE SA -SAM 2.0 31003100 or Triple 5W VERSA- AM 2.0 310%" VERSA-LAMO 2.00100 or Quadrupl 7" VE SA -LAM 2A 3100 MO 0 3100 or 7%" 9'/z" j 11%a" 14" 7'/a" 1 91/2" 111/6" 1 14" 16" ! 18" 1 24" 9Yz" 11'/e" 14" 16" 18" j 20" 24" 11'/e" 1 14" 1 16" 1 18" 20" 24" 6 954 ( 1330 1782 1 2245 2.215.513.1/7.64.1112. 1908 2660 3564 4491 2.2/5.5 3.9/7.6,4919' 5234 1 5232 5226 6115 1 6/16/15 3990 5346 6736 7851' 784-8 -78455 3.1/7.64.1110.2, .1112.91' 6115 6/15 6115 7838 6/15 7128 8981 10467 10463 10459 10451 1/10.25:1112.9 6115 1 6/15 8115 6/15 640 ' 933 ' 1225 1'-1511 1279 J80 12449''13022 1 3611 1 3919 1`3913 2806 1 3674 '4532` 5417`` 58791 5876 5870 4899 6043 1 7222 1' 7838` 7834'''7826' 8 ° 482 965' 1 1 214.9,12.9/7.113.8/,9.4;4.6/11. 214.9 2.9/7.1'3.8/9.414.6111.65.5113.81 6/15 . 6115 2.9/7.1 3.8/9.44.6/11.6b.5/134, 6115 L6115 6/15. 3.8/9:44.6/11.65.5/13.8, 6115`1 6/15T6/15 326 693 932 11138 651 1386 11k1864 2275 2689 1 3132 ' 3126 2079 1 2797,1 3413 1 4033 1 46981 4695 1 4688 3729 1 4550 1 5378 6263 6259 6251 110 247 556 - 1 1 494 11 ] 1 - 1667 1.5/3.1 2.7/6.6 3.6/8.94.4/10. 1.5/3.1 2.716.6 3'6/8:914.4/10.95.2/12.9', 6/15 1 6/15 i.7/6.613,6/8.9,14.4/10.95.2/12.9 6115 1 6/151 6115 3.618:9,4.4/10.95.2/12.9 6/15 6/15 6115 244 552 1 833 1' 1012 487 1 1104-1; 1665:1 2024 1 2384 ! 2765 1 2839 1656 1`2499 1 3037 1 3576 4148 '' 4265 4259 1'3330 1 4049 4767 1 5531 5687`1 5679 11' 186 1 418 815. I 371 835', 1,1 1631 1 1253 2446 ` - 3262 - 1.5/3 :2.315.813.5/8.814.3110. 1.5/3 2.3/5:8;3.5/8:84:3/10.715/12.615.8/145 6/15 2.315.813.5/8.81,4.3/19.71 5112.6 5.8/14.6 6/15 6115 3.518.84.3/10.715/12.6 15.8114.6"6/157: 6/15 187 1 424 1 733 j 912 374 1 '848 11,1465 1823 2.141 , 2475: 2601 1272 2198 1 2735 1 3211 1 3713 1 3907 3901. 2931 3647 4281 4951' 5209 5201 12 143 j 322 I 628 j - 1.5/3 214.9 13.418.414.2110. 286 643 11,256 1 - 1.513 214.9 13;418.4 4.2/10 54.9112.35.7114:3 6115 965 1884 2/4:9 3.4/8.4 42110.54:9/12.---31115577-114:36/15 s/15 3.418.414.2110.54.9 /12.15.7114. 615 6/15 146 1 332 1 623 1,829 292 1 665, 1!1247" 1658 1 1942 1 2240 1 2399 997. 1870 ' 2487 1 2913 13360 ; 3604 1'3598 2494 3316 3884` 1 4480 4806 ' 4797 13 112 253 1 494 iG 810 225 1-506 ;988 1 1619= I - - 759 1482- 2429. 1976 1,3238 1.5/3 1,7/4.213.1/7.814.1110. 1.513 1.7/4:2 3.1/7-.8 4.1110.44.8/12.1:5.6114 6/15 1.71402 3.117.8.4:1110.44.8112:1 5 6/14,` 6/15 6115 3.117.6 4:1/10.44.8/12.1 5.6/14 ' 6115 ' 6/15 116 1 265 521 1 734 233 1 530 n1043 1467 1 1777 1 2046 1 2226 796 1564 1 2201 1 2666 1 3068 v; 3345 1 3338 2085 2934 3554 1 4091 4459 4451 14 90- 203 396 1 648 180 1 405 791 1 1296 - 1 - - 608 1187 1 1944 1 - 1513 11.5/3.61 2.8/7 419.9 1.5/3 1.5/3.6 2 8/7 4/9.9 4.8112 5.5/13.6, 6/15 1.513.6 2.8/7 4/9:9 4.8/12 5.5113.8 6/15 1 6115 2:817 419:9 4.8/12 5.5/13.8 6/15 6/15 94 1 215 1 423 "'638` 188 '429' 1.846" 1276 1638 1882 '1 2076 644 1268' 1914 2456 ' 2823,'1:.3120 3113 1691 2552: 3275 3763 4159 ' 4151 15 73 ;1 165 322 527 146 329 Ili643, 1 1054 1 1573 1 494 965 1 1581 1 2360' 1286 1'2108 1 3146' 1.5/3:1.513.1 2.5/6:11317/9.2 1:5/3 1.513.1 2.5/6.1 3.7/9.2,14.7/11.85.4/13.8 6/15 1.5/3.1.2.516.1 3.7/9.2 .7/11.815.4/13.6 6/15 1 6/15: 2.516.1 3:719.24.7111,85.4113.6 6115 ,6115 77 176 347 j 560 153 352 x695 1120 1443 1742 1944 1 528 1 1042 1 1680 1 2165 1 2613 1 2923 1 2917 1389 1 2240 2887, 3484 3897 3889 16 60 1 136 265 434 121 271 530 868 1296 - - 407 795 1 1303 1 1944 1 - 1060 1 1737 2593 1.5/3: 1.5/3 12.2/5.4 3.518.6 1.513 1 1.5/3 12;215.413.518.6 li4.4111.115.4 /13.4; 6/15 1.513 12.2/5.413.518.614.4 111.1 4113.4, 6115 1 6/15 215.413.5/8.614.4111.115.4113.4t, 6115 1 6115 63 1 146 1 289 1' 476 127 1 292 1 577' 951 1 1277 1597'1' 1829 438. '866 1 1427 1915 { 2395 "27491 2743 1154 1'1902 1 2553 1 3193'. 3665 "3657 1750 1 113 =t221±362 101 1 226' 1"''442 724 1 1081 1 1539 1' 339 1 663. 1086 1 1621' 2308' 884, 1 1448 2161` 3078 1.5/3°1 1.5/3.1.9/4.813.1/7.8 1.513 1.513 1x.914.8 3:1/7.84.2/10:55.2/13.11.6115 1.513 1.9/4:8 3117.84.2/10.55.2/13.11 6/15 61.15 1.9/4:8.3:1/7.84:2/10.55.2/111 ,6/15 1 6/15 53 1 122 1 242 ' 399 106 244.-1 1484 799 1 1137 r1422 1726 36772fi 1198 1705 2.133 1 2572.1 2588 968 1598 2274. 2845 3429 1 3451 18 42 : 95 1 186 305 85 191 372 610 910 1 1296 286 558 915 1366 1944 ' 744 1 1220 1 1821 1 2593 1.5/3 , 1.513 1.7/4.31 2.8/7 1.5/3 1.513 11.7/ 4.3 2.8/7 4/9.9 14.9/12.31 6/15 1 7.5/3 11.7/4.31 2.8/7 1 419.9 4.9/12.35.9/14.91 6115 1.714.31 2.817 1419.9 4.9/12.3 .9/14.91-6/15 103 205 1 339 89 206 410 ' 677 , 1016 1 1275 1634 310" 615 1016 1524`1 1912 1 2336 2450 820 1354` 2032 2549 3115 ; 3267 19 81 '1M 1"25972 162 316 : 519 1 774 1102 1 - 243 475 778 1161 1653 "2268 633 1037 1548` 2204. 302411.513.8 2.516.3l3.7/9.3,4.7/11-.7p.7/1413!611511.5/3 11.5/3.812.516.3 1.5/3 1.5/3 15/3.82.5/6.313.7/9.3x.7/11.71 6/15 l.5/3-11.5/3.812.5/6.313.7/9.3,47111:715.7/1,4.3,1 6/15 88 1 175 1 289 75 1 176 1 350,579 1 869 1 1149 1 1551 263 1 825 1 868 1 1303 1 1723 1-2105 1 2326 699 1 1157 1 1737 1 2297 2807 1 3101 20 1 69 136 1 222 62 1 139,, ,271 445 664 1 945 ( -. 208 407 ,1 667 1 996 1 1418 1 1944 543 1 889 1 1327 1 1890 2593 1.513 1.513.4 2.315.6 1.5/3 1.513 1.5/3.4 2.315.6 3.418.4!4.4/11.11 6/15 1.5/3 1.5/3.412.315.613.4/8.4,4.4/11.15.4/13.d, 6/15 1.513.412.3/5.613.4/8.4,4.4111.15.4113.6' 6/15 65 1 130 1-216 54- 1 130 1 260• 1 431 1 649, j 928 1407' 194 390 1 647 973 <1 13931735 1,2111 520 862 1297' 1857 '2313 1 2815 22 " 1° 52 102 1' 167 46'" 104;' 204`1 334 : 499 710- 157` ,306 1 301 1 746 ':1 1065 1 1461 1 - 408 1 666 1 997 'F 142671 1948'` 1`5/3 1 1.5/3 1.9/4.7 1.5/3°' 1.5/9: 1 5/3' 1.9/4.7 2.8/7 '419.9 :'-6115. 1.513 1.513` 1:9/4.7 2.817'' 4/9.9 4.9/12.3 6/15 1.5/3 1:9/4.7 2.817'' 4/9.9 4.9/12.3 6/15 j 99 1 164 98 197 1 329 1 496 !- 711x1 1288 146 '296 493 744° 1 1066 1.1453 1932 395 658 992 1422 ' 1937 1 2576 24 79 129 80 157 257 i 384 547 - 121 236 386 576 - 820 1125 314 515 768 1094 .1500 - 1.5/3 1.613.9 1:5/3 1.50 1.6/3.912.3/5.913.3/8.3] 6115 1.5/3 1.5/3 11.6/3.912.3/5.9,3.3/8.314.5/11.3 6115 1.5/3 1.613.9J2.3/5.9J3.318.3!,4.5/11J 6115 1 76 12875 153 256 1 387 555 (.1164 112 " 229 383 ` 580 f 83311150 1747 305 511 773 1110 1 1533 1 2329 26 62 1101 63 124 202 302 1' 430 1 1020 95 185 304 453 649 881529 247 405 604 860 1180 ' 2039 i 1.5/3 1.5/33 1.5/3' 15/3 11.5/3.31 2/5 2.8/7.15.9/14. 1.5/3. .1.513 1.513.31 1215 12.817.1 3.919.715.9/14. 1.5/3 1.573.3 215.' 2.8/7:13.9/9.75.9/14. 11 60 1 101` 58 126 202 1.71 4.3:2.4161 87 180 303'1 459 661 ( 914 1 1501 240' 404" 612 882 ": 1219 12001 28 49 $1 51' 99ij 162 76 148 243 363 ! 517 709 1'1 1224 198 324 484 689 945 1633 1 1.513 1.5/3 1:5/3 1.513, 1.5/31.513 1 1.5/3 1 1.51311.7/4.312.4/6.113.4/8.415.5/13. 1.5/3 1 1.5/3 11,714.312.416.113.4/8.4'5,5/13.7 81; 95 ;: 1 161 1 246 I 355:861 68' 143 242 369 { 533 738 1291 " 190 323 492 _1 710 ( 984 1 1721 30 66 80]` 132 1 197 ,'280 6 62 ' 121 198 295 j 4201576 996 161 263 1, 393- 1 560 1 768 , 1327 0.513' 1.513 1 1:5/3 11.513.712.115.35:1/12. 1.5/3 1 1.513 1 1:5/3 1.5/3.712.1/5.312.9/7.35.1/12. 1.5%3 -1.513,11 513.7 2.1/5.3:2.9/7.35.11,12. I oral Loaa varves are umitea by snear, moment or deflection equal to L/180. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/240. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will'cdntrol. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. ' Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. L - - Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2 -ply, 3 -ply or4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch 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 Wth the BC CALC® software. Boise Cascade EWP • Eastern Specifier Guide • 08,,04/2015 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®/rVERSA-RIM®. Use nails as specified by Simpson Strong -Tie. PP_0Z ,_1 L KA@ naciir"nn Vnh iA Glue Lines Narrow Face) 4 Nailing Perpendicular to Glue Lines (Wide face) Nailing Notes 1), For 1%" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use''/V minimum offset between rows and stagger nails). 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)118 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)'M 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%. Boise Cascade EWP " Eastern Specifier Guide • 08/0412015 Nallmg VERSA LAM° `& Nading Parallel to`Glue Lmes (Narrow Face)t'i Perpendicular ' to Glue Lines VERSA! -RIM° wde Face> PfOdUCtSVERSA- LAM® i.4 1800 Rimboard VERSA LAM® VERSA -LAM® 1s/ie; 31/2" & Wider All product`s!;_:•' Naif,S¢e OC s End " - y.: E,nd.-+; O:C. End O.C.'- End;,°_ in]' '. `, . [inl in] in] int . in l [inl.` : 13d Box (0.113"ex 2.5) 3 1% 2 1 2 Y. 8d Common - :'(0.131"0`x 2 5) 3 2 3- 2 `: 2 1 2 1< 10d•&12d Box `(0';128"e x 3"22 2 ( 1 2 ' • ', T, ' <'. 16dBoz''. ;_ (0.135"ox35')x23',_= 2' 10d & 12tl Common,& 4 3 L 4' : 3 2 216dSinker , r. . 0:148•o x 3"=3.25 116d Common0.162"ox 3 5 6 4 6 3,, 2 2 2" 2.r. ; 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®/rVERSA-RIM®. Use nails as specified by Simpson Strong -Tie. PP_0Z ,_1 L KA@ naciir"nn Vnh iA Glue Lines Narrow Face) 4 Nailing Perpendicular to Glue Lines (Wide face) Nailing Notes 1), For 1%" thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use''/V minimum offset between rows and stagger nails). 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)118 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)'M 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%. Boise Cascade EWP " Eastern Specifier Guide • 08/0412015 z i j Allowable Pxial Loatl,(Ib) 3%" x 3'/z ' 31/." x 4%" 3Y:" x 5'/: ' 3'/i ' x 5'/2" 3'/z" x'7" J 100% 115% 125% 100% 115% 125% 100% 1 115% 125% 1 100% 1 115% 1 125% 100% 1 115% 1 125% 4 : 15;265 16,750 17,650..,19;1,00 20;950. 22 070 22,920 1,=25;150 26,500=. 24,020;,, 26,350 27,770 ,; 30,570; 33,545 ,. 35;345.,. 5. 12,830, 13,770 14,320 16,050. 17220. 17,910, 19260 20,670 21,505 20,185. 21,660. 22,530 , 25,690 , 27,580. 28,680; 6' 10,580 11,190 11,540 13,240 13,990...15,890 16,800, .17,335, 16,645 17,605, 18,165; 21,190,. 22,410,; 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 14,410 14,795 17,510 18,350 18,835 8' 7,295_ 7,590 7,765 9,120 9,490 9,710 10,950 11,400 11,660 13,755 11,475 11,945 12,215 14,610 15,210 15,555 9 6,155 6,375 6,500 7,700 7,970 8,130 9,245 9,575 9,765 9,685 10,030 10,230 12,330 12,770 13,025 10 5,250 .. 5,415" 51510 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 5660 5,820 5,910 ` 6,795 6;990' 7,100 , 7,120 7,325 ,, 7,440 9,065 9,325,' 9,475 , 12 3,935' 4,040 41095 4,920". 5,050 5,120 ' 5,910 6,065 6,150 " 6,195 :6,355 ,"' 6,445. 7,885 8,090 8,210 13 3,455 3,535 3,580 4,21A' 4,420 4,480 5,185 5,310 5,380 5,435 5,565 5,635 6,920 7,080 7,175 14 1050 13,120 3,155 3,8201 3,900 3,950 4,585 4,685 4,740 4,805 4,905 4,965 6,115 6,250 6,325 3'/z ' x 7'/4" 51/4" x 51/4" 51/4" x 5'/z ' 51/4" x 7" 5'/4 ' x 7'/4 ' 100% 115% 125% 1009% 115% I 125% 100% 115% 125% 100% ( 115% 125% 100% 115% 125% 4 ` 31,670 34;750 ' 36;625 5 26,615 28,560 29,705 6 21,950 23,215 23,950 34,355 37,695 39,715 36,010 39,495 41,610 7 18,140 19,005 19,505 30,700, 33,170 34;625 32;165 34,750 36,280 8 15,135 15,755- 16,110 1 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 23,81;5; .25,180 25,980 24;950. 26,385. 27,220 31,770:,' 33,600,; 34,670 32,910: 34,800: 35;910 10, 10,895- 11;240 11;440 20;9501 22,005 22,620 21,950, 23,060 23,700.. 27,950. ,29,360, 30,190: 28,960, 30,420. 31;260 11. 9;390 9,660 9,810 18;56Q1 , 19;340 19,820 19,385 20,260 20,770 24,690 25,810 26,450 25,570 26,720 27,400 12 8,170 8,380 8,500 16,420,; 17,085 17,475 17,200 17,910 18,305 21,910 22,800 23,320 22,690 23,620 24,150 13 7,165 7,335 7,430 14,640;; 15,185 15,500 15,340 1.5,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120q' 13,570 13,830 13,750 14,220 14,490 17,510 18,110 18,460 18,140 18,760 19,110 15 11,826, 12,195 12,405 12,385 12,775 13,000- 15,770'; 16,270 16,560` 16,330 16,850, 17,150 16 1090; 11;005 11;185 11,200 ` 11,53011,720" 14,270 '14,690" 14,930 14,780 ` 15,21 11 0 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 8,8601' 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12,250 12,560 12,740 19 8,11 d. ii 8,310 8,420 8,500 8,705 8;825 10,820 11,090 11,240 11,210 11,480 11,640 20 7,4551 m 7;625 7,720 7,810 71990 8,090 9;950 10,170' 10,300 10,300 j 10,540 10,670 21:; 6,870ll ~7;020 7;105 7,195 7,355 7,445. 9,170 91370 c9,480 9,490.: 9,700. 9,820 22 Allowable'Desi n Stressesg Notes 1) ' Table assumes that the column is braced atcolumn ends only. Effective column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loadsare based onan 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 of the National Design. Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial loads; see provisions of NDS,2005 edition. 5) Load"values are, not shown for short lengths due to loads exceeding. common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 106 psi Bending: Parallel to Gluelines (Beam): Fb = 2750'(12/d)7' psi Perp to Gluelines (Plank): Fb = 2500*(12/d)'/' psi Compression Parallel to Grain: Fcii = 3000 psi Compression Perpendicular to Grain:provisions Parallel to Gluelines (Beam): Fi,ii = 750 psi Perp to Gluelines (Plank): F,,1= 450 psi Tension Parallel to Grain: Ft = 1650 psi C:DQA QTS In® A 11 Alluwauiu ve5iyri values Compression:` t Product Bending Fe [Psi]: Parallel to Grain F [psi] , Modulus of Elasticity E: [psi] Horizontal Shear F . [psi]: VERSA -STUD ®1.72650` I 2650 " 3000 1,700,000 ' 285` Spruce Pine Fir North # 1 / 2 Grade' 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1,300,000 150 Western Woods # 2 Grade 675 900 1,000,000 135 Notes: Design values are for loads applied to the narrow face of the studs. Dimension lumber values taken from from 2012 NDS Supplement: Design Values for Wood Construction (per 2012 IBC/IRC). L_ Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Tall Wall Guide. Boise Cascade GN;P • Eastern Specifier Guide • 03.'04/2015 WRY a 4 rNO =ME I New BC FRAMER® represents a huge technological leap to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®: This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER® model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER® whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER®: Check the plan every possible way with BC FRAMER® full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the.user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM", and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. uia 1153 4 +a,n. xSe It 1. a!n Eloise Cascade El6P • Eastern Specifier Guide RECOMMENDED HARDWARE CPU: Quad Core 64 bit Processor L2 Cache: 3MB/Core RAM:8.OGB Video: Full support for DirectX 9; Single monitors, 1280x1024 512MB; Dual monitor, 1280x1024 1GB Minimum 1024768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. Give Us ! a Try! LCAp,sis for'Engi red Wood Products Boise Cascade has provided BC CALC® free of charge to the design community since 1994. COMPUTER REQUIREMENTS PC with any current version of MS Windows®, along with an internet connection. For questions regarding BC' CALC®, call 1-800-405-5969, or email EWPSupport@BC.com To Download BC CALC US, https://www.bcconnect.com/bcdeployer/index.htm c txtic cr ora e mr sa g1.5'...-.h Y»....irtY'""^...:t.3,..,+."«'S"".-...w'tiy, ..._:K"'* v_ ...."X...... .....C,.... EI. -.: nweM.s ri.+r rr.,tae*a t 9i t +'--"' ) aa 4.?d'_. s`s—_ n, Ift tae• avz IT A' It a r.e a w w.nr •ts hO M,+q• I••fIr}. f.Ja S :-. • n •1Y•.Y., s a 9 l 1! SIF yY CY,5 1[ ,ad16"Ca . % r. ft. toWIIf4 Erd 3r r1 ' AkY##t Y7:'4 I ii4 r ir•fYSrtIL V;1jf•f.d'Jfl &ti55 a.`a. ! k+i!6allb0 iRSiS (I :L-.'} -i}ii. { S Ib AAVt tb]SI .9 Sa11+M T1. r.A. A 6r31f F--A ..nr..+T+ cean.v n& m ea 5 Dawn .,was sr. mwa. . JLItI . _- i R... .ri. r.paaaaand.w..h. reteaaa mY rr.raa W&MKe !s;' 1r•*a;a.,.. R:•-- Vi WVW t VJ7 • A it 19 }.. K•. CFST) 4Ri i IC!b9 M..1 wfMf Qai a*.awr4.F. ueu .aawpa•rb n a% xlOrr r'rYlNicr tk4}arfKtl71rtM1W FadIFe4 tt ts>Y"b'ir.rr, I;. ilA 1/;.e,•4ti 44t6c•. apSHx!}tltp}1[iirr: ya 4Haifkt. I flb.r'•+Mlr6+WS HD.IF1$il:.. rNR 11i1R1.1r r1.i+"If CiQfriVF3.FmS1Yfl!' KS:s:C49C AA'1H..V!'.. y "'I liafa{. M42aa,.>v,EF •a,ryS :y.,yxga Jr MLrll'S900Hf Y§`KRi.CJli3'rNY#}k!'Mie9r!bR} U'A'T•rrr#}k Kne*' i4fil+rtY, {} rfaN braSt 11'.i liMletNYY:f`YI1L".tj JlS.utIG:MJY:+41r3 r.a.:+•}.r Ra'ltw.•:wM M rsoise,,ascaae tvvr • cas"em peClfler UU10e - Ut,(W2( o ITS l lus SUR/L Joist De th BCI® Hanger Capacity bs Nailin Header ;I Joist - Joist Depth BCI® Hanger Capacity lbs NailingJoist Header Joist De th BCI® Hanger Capacity Nailin bs _ Header Joist 9,/=, 4500s ITS1.81/9.5 993 6-10d 9,„ I 4500sl IUS1.81/9.5 950 8-10d I 91W„ 4500s SUR/1-1.81/9 1081 12-16d 2-10dxl%V 5000s ITS2.06/9.5 993 6-10d ".- 6000s ITS2.37/9.5 1225 6-10d "" 5000sl IUS2.06/9.5 950 8-10d 6000s IUS2.37/9.5 950 8-10d 5000s SUR/L2.06/9 1097 14-16d 2-10dxl'h" 60005 SUR/L2.37/9 1343 14-16d 2-10dx11/z" 6500s ITS2.56/9.5 1225 6-10d 6500s IUS2.56/9.5 950 8-10d 6500s SUR/1-2.56/9 1343 14-16d 2-10dxl'/2" 4500s ITS1.81111.88 1068 6-10d 11/„ 4500s IUS1.81/11.88 1185 10-10d 11/e, 4500s SUR/1-1.81/11 1306 16-16d 2-10dx1'h" 5000s ITS2.06/11.88 1068 6-10d """- 5000s IUS2.06/11.88 1185 10-10d 5000s SUR/L2.06/11 1350 16-16d 2-10dxlYd' 60005 ITS2.37/11.88 1237 6-lOd 6i Si- 6000s IUS2.37/11.88 1185 10-10d 65005IUS2.56/11.88 1185 10-10d 6000S SUR/L2.37/11 1385 16-16d 2-10dxl%" 6500s SUR/1-2.56/11 1385 16-16d 2-10dx1'h" 65005ITS2.56/11.88 1237 6-10d 60s ITS2.37/11.88 1237 6-10d 60s 1US2.37111.88 1185 10-10d 60s SUR/L2.37/11 1385 16-16d 2-l0dxl1,,z" 90s ITS3.56/11.88 1518 6-10d 90s IUS3.56/11.88 1420 12-10d 90s SUR/L410 1906 14-16d 2-10dx1%." 14 4500s ITS1.81/14 1075 6-10d 14 4500s IUS1.81/14 1420 12-10d 14 4500s SUR/1-1.81/14 1675 20-16d 2-10dx1'h" 5000s ITS2.06/14 1081 6-10d 5000s IUS2.06/14 1420 12-1Od 5000s SUR/1-2.06/11 1693 18-16d 2-10dxl'/2" 6000s ITS2.37/14 1262 6-10d 6000s IUS2.37/14 1420 12-10d 6000s SUR/1-2.37/14 1693 18-16d 2-10dxl'/V 6500s ITS2.56/14 1262 6-10d 6500s IUS2.56/14 1420 12-1Od 6500s SURI/L2.56/14 1693 18-16d 2-10dx1%" 60s ITS2.37/14 1262 6-10d 60s IUS2.37/14 1420 12-1Od605 SUR/1-2.37/14 1693 18-16d 2-10dx1'F" 90s ITS3.56/14 1520 6-10d 90s IUS3.56/14 1420 12-1Od 905 SUR/L414 2050 18-16d 2-10dxV/:" 16 4500s ITS1.81/16 1081 6-10d 16 4500s IUS1.81/16 1660 14-10d 16 4500s SUR/L1.81/14 _ 1887 20-16d 2-10dx1%" 5000s ITS2.06/16 1087 6-10d 5000s IUS2.06/16 1 1660 14-10d 5000s SUR/L2.06/11 1920 18-16d 2-10dxl'A" ITS2 37/16 1268 6-10d ITS2.56/16 1268 6-10d 60005 IUS2.37/16 1660 14-10d 60005 SUR/L2.37/14 1920 18-16d 2-10dx1'/z" 65005 IUS2.56/16 1660 14-10d 65005 SURbEZ56114 1920 18-16d 2-10dxl'/VL 0502" O' ITS2.37/16 1268 6-10d 605 US2.37/16 1660 14-10d 60s SUR/L2.37/14 1920 18-16d 2-10dx1Y" ITS3.56/16 1 1520 1 6-10d 1 1 90s IUS3.56/16 1 1425 14-10d I 90s SUR/L414 2250 18-16d 2-10dxl'/V e. MIT VB U / HU For - Na M I U M LSSU Joist Depth BCI® Hanger Capacity lbs Nailing, t; Heade Joist JoistDeth BCI® Hanger Capacitylbs Nailing Heade oisf Joist De th BCI® Hanger Capacity ailin lbs Header Joist 4500s MIT49.5 2305 8-16d 1 2-1Odx1'/" 4500s MIU3.56/9 2305 16-16d 2-10dx1'fz" 4500s LSSUI25 995 9-10d 7-10dx1'/" 5000s MIT4.1219.5 2305 8-16d 2-10dx1'h" 9/: 5000s MIU4.12/9 2305 16-16d 2-10dx1'/z" 50006 LSSU2,06 995 9-10d 7-10dx1Y" 60005 M1T359.5-2 2305 8-16d 2-tOdx1'/" 60005 MfU4.75/9 2305 16-16d 2-10dx114" 96 6000s LSSU135 995 9-10d 7-10dxl'h" 6500s MIT39.5-2 2305 8-16d 2-10dx1'/" 6500s MIU5.12/9 2305 16-16d 2-10dx1'/z" 6500s LSSUH310 1425 14-1Od 7-10dx1'r4' 4500s MIT411.88 2305 8-16d 2-10dxl'/" 4500s MIU3.56111 2880 20-16d 2-10dxl'A" 4500s LSSU125 995 9-10d 7-10dx1'/" 5000s MIT4.12/11.88 2305 8-16d 2-10dz1'/:" 5000s MIU4.12/11 2880 20-16d 2-10dx1i4' 50005 LSSU2.06 995 9-10d 7-tOdx1'/z" 6000s MIU4.75/11 2880 20-16d 2-10dxl'A" 6000s MIT3511.88-2 2305 8-16d 2-1odz1'/z" 1 60005 LSSU135 995 9-10d 7-10dx1'b" 65005 I MIT311.88-2 2305 8-16d 2-10dx11/" 6500s . MIU5.12/11 2880 20-16d 2-10dx1'/z" 605 MIT3511.88-2 2305 8-16d 2-1Odxl h" 605 MIU4.75/11 2600 20-16d 1/T2-10dx1/z' 65005 LSSUH310 1475 14-10d 7-10dx1 %" 905 I B7.12/11.88 3800 14-16d I 2-10dx11/4' 90s HU412-2 3275 22-16d 2-10dx1'h" 60s LSSU135 995 9-10d 7-10dx1'/:" 4500s MIT414 2305 8-16d 2-10dx1%" 4500s MIU3.56/14 3170 22-16d 2-10dx11/2" 905 LSSU410 1625 14-10d 12-10dxl'/d' 5000s MIT4.12114 2305 8-16d 2-10dxl%" 5000s MIU4.12/14 3170 22-16d 2-10dx1Yi' 4500s LSSU125 995 9-10d 7-10dxl'/" 14" 6000s MIT3514-2 2305 8-16d 2-10dxl'h"6000s 14 MIU4.75/14 3170 22-16d 2-10dx1f" SOOOs LSSU2.06 995 9-10d 7-10&11/2" 65005 M1T314-2 2305 8-16d 2-10dz1'h" 6500s MIU5.12/14 3170 22-16d 2-10dx1'/." 6000s LSSU135 995 9-10d 7-10dx1'h" 60s MIT3514-2 2305 8-16d 2-10dxV/," 60s MIU4.75/14 2700 22-16d 2-10dx1'/" 14' 6500s LSSUH310 1600 14-10d 7-10dx1'h" 90S B7.12114 3800 14-16d 2-10dx1'R' 90s HU414.2 3870 26-16d 2-l0dx1%° 605 995 9-10d 7-10dx1%" 4500s MIT416 2305 8-16d 2-10dz1%" 4500s MIU3.56/16 3455 24-16d 2-10dx1h" LSSU135 905 LSSU410 1625 14-10d 12-10dx1%" 5000s LBV4.12/16 2460 10-16d 2-10dx1'/" MIU4.12/16 3455 24-16d 2-10dx. 16" 60005 T4.75/16 2305 8-16d 2-10dx1'h" MIU4.75116 3455 24-16d 2-10dxlT- 0 For more information, call Simpson Strong -Tie at 1.800-999-5099 or visit their website at www.strongtie.com General Notes Bold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions; contact supplier or Simpson Strong -Tie for further information. 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'/ a" per foot. Leave'hs" clearance (%" maximum) between the end of the supported joist and the head of the hanger. At max design capacity shown, hangers may exceed standard deflection by 1/32'. For proper installation of the VPA, the 2-10dx1'/:" joist nails through the bend tabs must be installed at approximately a 45 -degree angle. Support Requirements Support material assumed to be Boise Cascade structural compositelumber orsawn lumber (Douglas Firorsouthern pine species). Minimum support width for single- and double -joist top mount hangers is 3". Minimum support width for face mount hangers with 10d and 16d nails is 1'/."and 2", respectively. 65005 M1T5.12J16 2305 8-16d 2-10dz1%" 16„ L5OOs. MIU5.12/16 3455 24-16d 2-10dx1'k" 605 MIT4.75/16 2305 8-16d 2-10dz1'/" MIU4.75/16 2725 24-16d 2-10dxl'/" 905 87.12/16 3800 14-16d 2-10dxd%" HI1414-2 1 3780 26-16d 2-10dx1%" THAI a5 dN a,ple Q ( r.g, n n , ° VPA Joist Depth Capacity Nailin . ii BCI Hanger lbs Header Joist, Joist De th Capacity FfastenerBCIHanger lbs To Plate Rafter 4500s THAI1.81/22 1181 6-10d 2-10dx1Y:" 4500s LSSUI25 995 9-10d 7-10dxl h" 5000s THAI2.06/22 1181 6-10d 2-10dz11W 5000s LSSU2.06 995 9-10d 7-10dx1'/" 9/. 6000s THA13522 1393 6-10d 2-10&&/2" 9/ 6000s LSSU135 995 9-10d 7-10dx1'/" 6500s THA1322 1393 6-10d 2-10dx1'h" 6500s LSSUH310 1425 14-10d 7-10dx11/z" 4500s THA11.81/22 1443 6-10d 2-10dx11/e" 45005 LSSUI25 995 9-10d 7-10dx1%" 5000s THAl2.06/22 1443 6-10d 2-10dxli4" SU12.-_ 5000s LSSU2.06 995 9-10d 7-10dxII/V 6000s THA13522 1443 6-10d 2-1 Odz1'h" 6000s LSSU135 995 9-10d 7-10dx1'/z" 11 / 6500s THA1322 1443 6-10d 2-10611/V 11 /B 6500s LSSUH310 1475 14-10d 7-10dx1'h" 60s THA13522 1443 6-10d 2-10dxl'A" 60s LSSU135 995 9-10d 7-10dxlYz" 90s THAI422 1715 6-10d 2-10dx11%" 90s LSSU410 1625 14-10d 12-10dx11/2" 4500s THA11.81/22 1600 6-10d 2-10dxl'A" 4500s LSSUI25 995 9-10d 7-10dxll .. 5000s THAl2.06/22 1600 6-10d 2-10dxl1; 5000s LSSU2.06 995 9-10d 7-10dxl%;; 60005 THA13522 1600 6-10d 2-10dx1Yz" 60005 LSSUI35 995 9-10d 7-10dx1h" 14" 65005 THA1322 1600 6-10d 2-tOdxli4" 14„ 6500s LSSUH310 1600 14-10d 7-10dx1'/" 605 THA13522 1600 6-10d 2-tOdx1%" 605 LSSU135 995 9-10d 7-10dx1%" 905 THAI422 1715 6-1Od 2-tOdx1'r4" 905 LSSU410 1625 14-10d 12-10dx1'/:" rsoise,,ascaae tvvr • cas"em peClfler UU10e - Ut,(W2( o F" mz- ITHO TFL THF RESUME SKH Joist ailina 91/.. 2 91/2 5000s TFL2095 993 (6)10d (2)10611/2" 5000s THF20925 910 (8) 1 Od (2)10dxl'A' 5000s SKH202OLIR 1153 2" 14) 10d (10)10dxl'/ 6000S TFL2395 1225 (6) 10d (2) 1 Odx1 1/2" 6000s THF23925 1275 (12) 10d (2)10dx11A" 6000s SKH2320LIR 1384 (14) 10d (10) 1 Odx 11/2" 6500s TFL2595 1225 (6) 10d (2) 1 OdxV/V 6500s THF26925 1275 (12) 10d (2)10dx11/2" 6500s SKH252OLIR 1384 (14) 10d (10)10dx11/2" 11W 4500s TH017118 1068 (6)10d 2)10dx1'/2" 4500s THF17112 910_ 8) 10d 2)10dxllh" it%" 4500s SKH1720LIR 1434 (16) 10d (10)10dxV/2" 046000STFL231181237 (6) 10di's (2) 1 Odxl'/2" 6000s THF23118 1300 (14) 10d (2)10dx11A" 00s SKH236000sSKH2320LIR 1434 (16) 10d (10)10 xil/," 500s TFL25118 1237 (6) 10d 6500s THF26112 1300 (14) 10d (2)10dx11A" 0. 6500s SKH252OLIR 1434 1(16) 10d (10)1OWI/2" i60sTFL231181237 (6) 10d 60s THF23118 1300 (141 10d (2) 1 Odx11/2" 60s SKH2320LIR 1434 (16) 10d (10)10dxl'/2" 90s TH035118 1589 (10) 10d 90s THF35112 1612 (16) 10dl (2)10dxl'h" 90s SKH41OLIR 1900 (16)16di 00)16d 14" Is 14" 6000s TFL2314 1262 (6) 10d (2) 1 Odx1 'W" 6000s THF23140 1350 (18) 10d (2)10dx11/2" Li3M 1562 (16) 10d (10)10dx11/2" 6500s TFL2514 1262 (6) 10d 2)10dxl'A" 6500s THF26140 1350 (18) 10d (2)10dx11/2" S-KH2324LIH_ 16500s SKH2524LIR 1562 (16) 10d (10)10dx11/2" TFL2314 1262 (6) 10d (2)10dxl'h" s 60s THF23140 1350 (18) 10d (2)10dx11/2" I 60s K 2324L 1562 16 10 10) 1 Odx1 1/2" 60 TH035140 1625 (12) 10d (2)10dx11A" 90s THF35140 1650 (20110d (2) 1 Odx1 1/2" 1 90S SKH414LIR, 1 2050 (22) 16d (10) 16d 60s TFL2316 1268 (6) 10d (2)10dx1'/2" 60s THF23160 1362 (22)10d (2)10dx11A" 60s SKH2324LIR 1690 (16)10d (10)10dxl',V' THO Double BPH W16z WIN THF Double HD LSSH Joist' BCl-' Hanger Capacity ailin Joist Ca a iling Jo st Capacity Nailina I 6000s THF23925-2 1625 (14) 10d (6) 10d 6000s LSSH23 1140 N 0) Od (7) 1 Odx1 '.,V' 6000s TH0239504 2825 (10) 16d (6) 10d 6500s LSSH25 1412 (10) 10d M10dx1'/2`_ 6500s TH025950-2 2825 (10) 16d (6) 10d 6_5_00s T141`25M4 1390 (12) 10d (6)10d 4500s LSSH179 1140 0) 10d MJ0dx1'/2-- 117/f" 4500s TH035118 2050 (10) 10d 2)10dx1'A" 4500s THF35112 1825 16) 10d 2)10dxl'/.. 6000s TH023118-2 2925 (10) 16d (6)10d 6000 THF23118-2 1855 (16) 10d (6) 10d 6500s ,LSSH23 i 40 110) 10d (7 10&11/2" b 51)obs TH625118-2 2925 (10) 16d (6)10d 16500!i THF2 118-2_ 1855 (16) 10d (6)10d 60s LSSH23 1140 (14116d M )10dxl'/2" 60s TH023118-2 3212 (10) 16d f6) 10d I 60s THF23118-2 1855 (16) 10d (6)10d dus LSSH35 920 (14) 16d (12 5000s TH020140-2 2330 (10) 16d (6) 10d 5000s THF201404 2320 (20)10d (6) 1 Od 14" 6500s LSSH23 1675 (10) 10d I MlO&VA" iLSSH201140 10 10d 7 1061%" 90s. BPH7114 3455 (6)10d 6000s LSSH23 1140 10 10d 7 10dxl%' 4500s TH035160 2359 (12) 10d 2)10dx11/V' 4500s THF17157-2 2425 22)10d 2) 1 Odx1 1/2" 16" 6000s LSSH23. 1825 10 10d 7 10dxl'S' 5000s TH020160;2 2330 (10) 16d (6) 1 Od 5000s 60s LSSH23, 1140 (14)16d (19 6500 W?5160-2: 3137 N 2) 16d 1 (6)10 6.500i HF25160 2 3000 24 10d (6)10d Oft USP For more information, STRUCTURAL contact CONNECTORS' USP Structural Connectors at 1-800-328-5934 or General Notes www.uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or support conditions: contact supplier or USP Structural Connectors for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCIO 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 BC111 Joist slope exceeds 1/4" per foot. Leave 1/16" clearance (1/8" maximum) between the end of the supported joist and the head of the hanger. For BC18 Joist applications, consult USP for capacity Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir or southern pine species). minimum support width for single- and double -joist top mount hangers is 3": (1 I/V for THO hangers). M inimum support width for face mount hangers with I Od 60ss 25,60-2 3535 (12) 16d (6) 1 Od 60s I THF23160-2 3050 24 10d (6) 10d F BPH7116 3455 1 90s I HD7160' 3385 f24)16d (8) 10d 1511WE", MSH TMP C city ailing rlbs] Peaaaderr I Joist' De6th BC111 H nger i, [lbsl Ton'Platel Rafter 4500 1 4500s TMP175 125 (6) Od 1 (4) 1 Odx1 'W" 5000s TMP21 1125 (6) 10d l(4)10dxV/2" 6000s TM P23 1375 (6) 1 Od 1 (4) 1 Odx 1 1/2" 6500s TMP25 1375 (6) 10d (4) 10dx1'/S" 4500s TMP175 1150 (6)10d 4)10dx11/2" 5000s 5000s TMP21 1290 (6) 10d (4) 1 Odx 1 1/2" 65100s MS 2 1431 6 10d 4 1 Odxi 'A" MSH422 6500s TMP25 1425 ) Odxl'/2" I 60s M H2322, 1431 (6) 10d 4 10dxl'h" 60s TMP23. 1425 4 10dxl'/2" 90s , 1862 (6 1 d (6)1 Od 90s TMP4 1800 (6) 10d 4 10dxl'/2" 14" 14" 6000s MSH2322 1550 (6) 10d (4)10dx1'/2" 6000s TMP23 1525 16) 10d 4 10dxl'/2" 6500s MSH322 1550 (6) 10d (4)10dx1'/Y' 6500s TMP25 1525 (6) 10d 4)1Odx1'S' 60s MSH2322 1550 (6) 10d (4)10dx1'/V 60s TMP23 1525 (6) 10d 4 10dxl' " 90s s TMP4 1850 (6) 10d (4) 1 Odx1 MV 16" 4500s MSH1722' 1668 (6) 10d (OO&VA" 4500s TMP175 1150 (6) 10d (4)10dx1W 5000s 5000s TMP21 1290 (6 10 1 4 10 x1l/V' 6000s MSH2322 1668 11/2" 6000s TMP23 1550 1 Od 4181 Os MSH2322 1712 (6) 10d (4110d 60s TMP23 1550 1Q )IOdx1% Boise Cascade has a proven track record of providing quality wood products and a nationwide building materials distribution network for our customers, helping them to enhance their own businesses" Boise Cascade Engineered Wood Products builds.. better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site atihttp://www.bc.com/ sustainability/certification-audits/ or view our green it brochure at www.bc.com/inst11: lid Boise Cascade Engineered Wood Products throughout North America can now be ordered 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 and LEED for New Constructiow Boise Cascade Engineered Wood Products are available as PEFC® Chain - of -Custody certified, SFI® Chain=of-Custody certified and SFI Fiber -Sourcing certified, asi'well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI° Joist, VERSA -LAM', and ALLJOISr products to comply with our specifications, to be free from defects in material and workmanship, and to meet or exceed our performance specifications for the normal and expected life of the structure when correctly stored, installed and used according to our Installation Guide. If in doubt, ask! For the closest Boise Cascade EWP distributor/support center, call 1-800-232-0788 BOISE CASCADE, TREE -IN -A -CIRCLE, BCI; BCICALC, 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. I ., Your Dealer is: If no dealer is listed, call 1-800-232-0788 1'. For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the beginningP Copyright © Boise Cascade Wood Products, L.L.C. 2014 ESG 08/04/2015 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RECORD COPY RE: 1113085 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. a, FL 310-4115 Customer Info: Starlight Project Name: Lot 16 Wyndham Preserve Model: 1826 oiager Lot/Block: 16 Subdivision: Wyndham Preserve Address: N/A City: Sanford State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building.. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/FP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 19 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that l am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date No. I Seal# I Truss Name I Date 1 T11456356 AIG 6/26/17 118 T11456373 V3 6/26/17 12 1 T11456357 1 A2 16/26/17 119 1 T11456374 1 V5 16/26/17 1 13 f T11456358 1 A3 16/26/17 1 14 j T11456359 1 A4 16/26/17 5 711456360 A5 16/26/17 w\LoiNc 6 T11456361 A6 16/26/17 7 711456362 1 A7G 16/26/17 8 T1 1456363 1 B1GE 16/26/17 SANFORD 9 T1 1456364 1132 16/26/17 per 10 T1 1456365 1 CJ1 16/26/17 A R' 11 T1 1456366 1 CJ3 16/26/17 12 T1 1456367 1 CJ5 16/26/17 p2L. 3 813IT11456368JEJ716/26/17 J # ' 7- 14 I T11456369 J EJ7G 16/26/17 1 15 1 T1 1456370 1 HJ7 16/26/17 116 1T11456371 1 M1 GE 16/26/17 17 1 T1 14563721 M2 16/26/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Groveland, FL). Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. le 39380 rr STATE OF .' 41/ N Ai#1111110 Thomas A. Alban! PE No.39380. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 26,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 4-8-9 - 4-6-13 4-8-9 3-2-2 3-9-14 Plate Offsets (X Y)-- 2:0-4-2,0-1-81, [4:0-5-12,0-2-81, f9:0-4-2,0-1-81 T11456356 1113085 AIG Hip Girder 1 1 DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Job Reference (optional) cumers rvsr aource, uroveiana, rL. sarso --s npr - zu io -lex mousmes, rnc. mon dun — IS---, / rage , I D:5c7Af685PE I PxJ638d3N KNz4S6e-OaQ 18DGxCjx_GOX K7X HGXZXb t EZW Kr W B?Pd_G5z2Pfl 1-0-0, 3-9-14 7-0-0 11-8-9 16-3-7 21-0-0 24-2-2 _ 18- -0 X29-0-Oi 1-0-0 3-9-14 3-2-2 4-8-9 4-6-13 4-8-9 3-2-2 -- - 3-9-14 1-0-0 2 1 Scale = 1:50.1 5x8 = 2x4 II 3x8 = 4x6 = 5.00 12 4 24 25 5 26 27 28 6 29 30 7 3x4 % 3 16-3-7 21-0-0 24-2-2 _ _i _ 28-0-0 3x4 8 4-8-9 - 4-6-13 4-8-9 3-2-2 3-9-14 17 16 31 32 15 33 14 34 13 35 36 12 11 3x8 = 2x4 II 3x4 = 3x8 = 4x10 MT20HS = 2x4 11 3x8 = 2x4 II 3x8 = 3-9-14 7-0-911-8-9 16-3-7 21-0-0 24-2-2 _ _i _ 28-0-0 3-9-14 3-2-2 4-8-9 - 4-6-13 4-8-9 3-2-2 3-9-14 Plate Offsets (X Y)-- 2:0-4-2,0-1-81, [4:0-5-12,0-2-81, f9:0-4-2,0-1-81 Tanga, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ve11(LL) 0.38 13-15 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.68 13-15 >497 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -M) Weight: 141 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 'Except` TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1906/0-3-8, 9=1906/0-3-8 i Max Horz2=-78(LC 13) Max Uplift2=-899(1-C 8), 9=-899(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-1649/3645, 31-32=-1649/3645, 15-32=-1649/3645, 15-33=-2128/4677, 14-33=-2128/4677, 14-34=-2128/4677, 13-34=-2128/4677, 13-35=-2128/4677, 35-36=-2128/4677, 12-36=-2128/4677, 11-12=-1588/3545, 9-11=-1588/3545 WEBS 3-16=-204/280, 4-16=-99/501, 4-15=-602/1264, 5-15=-472/411, 6-13=0/332, 6-12=-1236/593, 7-12=-379/1094, 8-12=-205/285 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=899, 9=899. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 Ib down and 213 Ib up at 7-0-0, 87 Ib down and 122 Ib up at 9-0-12, 87 Ib down and 122 Ib up at 11-0-12, 87 Ib down and 121 Ib up at 13-0-12, 87 Ib down and 121 Ib up at 14-11-4, 87 lb down and 122 Ib up at 16-11-4, and 87 lb down and 122 Ib up at 18-11-4, and 173 Ib down and 213 Ib up at 21-0-0 on top chord, and 307 lb down and 137 lb up at 7-0-0, 65 Ib down at 9-0-12, 65 Ib down at 11-0-12, 65 Ib down at 13-0-12, 65 Ib down at 14-11-4, 65 Ib down at 16-11-4, and 65 Ib down at 18-11-4, and 307 Ib down and 137 Ib up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. tq Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing B! MiTekbuildingdesign. prevent of is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, se0ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tanga, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply 66 MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. T11456356 1113085 AIG Hip Girder 1 i Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 13:34:06 2017 Page 2 ID:5c7Af685PEIPxJ638d3NKNz4S6e-OaQ18DGxCjx_GoXK7XHGxZXb1 EZWKrWB?Pd_G5z2Pfl LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-21=-20 Concentrated Loads (lb) Vert: 4=-126(F) 7= -126(F)16= -307(F)12= -307(F)24= -87(F)25= -87(F) 26=-87(F) 28= -87(F)29= -87(F) 30=-87(F) 31=-41(F) 32=-41(F) 33=-41(F) 34= -41(F)35= -41(F) 36=-41 (F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. pq Design valid for use only with MiTek® connectors. [his design Is based only upon parameters shown, and Is for an individual building component, not p a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into Inc- overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 66 MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9-0-0 Plate Offsets (X Y)-- j2 0-3-0 Edgej j8 0-3-0 Edgej Is always required for stability and to prevent collapse with possible personal injury and Ixoperty darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. LOADING (psf) SPACING- 2-0-0 CSI. T11456357 1113065 A2 Hip 1 1 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.55 10-12 >609 180 Job Reference. (optional) buuaers NMI source, urovaiana, rL. avrso rp 'aa= ID:5c7Af685PEIPxJ638d3NKNz4S6e-OaQ18DGxCjx_GoXK7XHGxZXiUEbSKySB?Pd_G5z2Pfl 1-0-0 4-9-14 9-0-0 14-0-0 19-0-0 23-2-2 28-0-0 29-0-0, 1-0-0 4-9-14 4-2-2 5-0-0 5-0-0 4-2-2 4-9-14 1-0-0 4x6 = 4 3x4 = 4x6 = 5 6 Scale= 1:50.1 12 lu 3x6 = 3x8 = 3x4 = 3x8 = 3x6 - I 0 9-0-0 19-0-0 28-0-0 9-0-0 10-0-0 9-0-0 Plate Offsets (X Y)-- j2 0-3-0 Edgej j8 0-3-0 Edgej Is always required for stability and to prevent collapse with possible personal injury and Ixoperty darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.19 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.55 10-12 >609 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 131 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1090/0-3-8,8=1090/0-3-8 Max Horz2=98(LC 14) Max Uplift2=-455(1_C 10), 8=-455(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2081/874, 3-4=-1812/707, 4-5=-1647/686, 5-6=-1647/686, 6-7=-1812/707, 7-8=-2081/876 BOT CHORD 2-12=-817/1877, 11-12=-697/1837, 10-11=-697/1837, 8-10=-721/1877 WEBS 3-12=-275/291, 4-12=-114/442, 5-12=-338/250, 5-10=-338/250, 6-10=-114/442, 7-10=-275/293 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C -C Interior(1) zone; cantilever lett and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=455, 8=455. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 70/03/2075 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for anindividual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and Ixoperty darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tarnpa, FL 33610 Job Truss Truss Type city Ply in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 711456358 1113085 A3 Hip 2 1 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.26 10-12 999 Job Reference (optional) 1 0 ID:5c7Af685PEI PxJ638d3NKNz4S6e-UnzgLZHZyl3ruy6XhFoVTn4gpd013NvLE3MXoXz2Pfk 1-0-0 5-9-14 11-0-0 17-0-0 22-2-2 28-0-0 9-0-0 1-0-0 5-9-14 5-2-2 6-0-0 5-2-2 5-9-14 Scale = 1:50.1 5x8 = 4x6 = 4 20 5 13 12 1u a 2x4 3x4 = 3x8 = 2x4 3x4 = 3x4 = 3x4 = 5-9-14 IF 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.12 12-13 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.26 10-12 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1090/0-3-8,7=1090/0-3-8 Max Horz2=-118(LC 15) Max Uplift2=-452(LC 10), 7=-452(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2074/785, 3-4=-1630/615,4-20=-1 464/615, 5-20=-1464/615, 5-6=-1631/616, 6-7=-2074/788 BOT.CHORD 2-13=-743/1863, 12-13=-743/1863, 11-12=-466/1463, 10-11=-466/1463, 9-10=-628/1863, 7-9=-628/1863 WEBS 3-12=-459/308, 4-12=-76/364, 5-10=-66/365, 6-10=-459/311 PLATES GRIP MT20 244/190 Weight: 136 Ib FT = 0% Structural wood sheathing directly applied or 3-11-4 oc purlins. Rigid ceiling directly applied or 6-10-5 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=1 511; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=11b) 2=452, 7=452. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based.only upon parameters shown, and is for an individual (wilding component, not a truss system. Before use, the building designer Must verify the applicability of design parameters and properly Incorporate this design into the overall NOR Wilding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. IS always required for stability and to rxevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 6-2-22-0-0 Ti 1113085 A4 Hip 2 1 LOADING (psf) SPACING- 2-0-0 Job Reference (optional) ouriaers rirsr oource, uroveiana, rL. a4/so r.oau s Npr I za10 mu eK mausmes, mc. mon jun zo xs:aa:us zui r rage i I D:5c7Af685PE I PxJ638d3NKNz4S6e-yzX3Zul BjLBiV6hj EyJkO_dOe 1 MZoidUTj65K_z2Pfj Ol- 6-9-14 13-0-0 15-0-0 1 21-2-2 28-0-0 29-0-0 1-0-0 . 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 1-0-0 Scale = 1:50.1 1 0 4x6 = 4x6 = 4 20 5 13 - 11 10 9 3x4 i 3x4 = 2x4 3x4 = 2x4 3x4 3x4 = 28 -0-0 PLATES GRIP MT20 244/190 Weight: 133 lb FT = 0 TOP CHORD 2x4 SP No -2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 2x4 SPNo.3 REACTIONS. (Ib/size) 2=1090/0-3-8,7=1090/0-3-8 Max Horz2=137(LC 10) Max Up1if12=-449(LC 10), 7= 449(LC 11) FORCES (Ib) Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-20341759, 3-4=-1453/540, 4-20=-1284/538, 5-20=-1284/538, 5-6=-1453/539, 6-7=-2034261 BOT CHORD 2-,13=-728/1820,-12-13=-728/1820,11-12=-728/1820, 10-11=-352/1284, 9-10=-593/1820, 7-9=-593/1820 WEBS 3-13=0/253, 3-11=-645/414, 4-11=-103/336, 5=10=-103/336, 6-10=-645/416, 6-9=0/253 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., 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 me,mbers 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=449, 7=449. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ -NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE. USE. Design valid for use only with MiiekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss syslern. Before use, the building designer must verify the applicability, of design parameters and properly incorporate this design into The overall qbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk` is always required for statAlity and to prevent collapse with possible personal injury arid property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 6-9-14 13-0-0 15-0-0 21-2-2 6-9-14 6-2-22-0-0 6-2-2 Plate Offsets (X,Y)-- 12:0-3-0,0-1-81,[7:0-3-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.17 11-13 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.32 9-10 999 180 j BCLL, -_ 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.10 7 n/a n/a BCDL- 10.0 Code FBC2014/TPI2007 Matrix -M) LUMBER- BRACING - 28 -0-0 PLATES GRIP MT20 244/190 Weight: 133 lb FT = 0 TOP CHORD 2x4 SP No -2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 2x4 SPNo.3 REACTIONS. (Ib/size) 2=1090/0-3-8,7=1090/0-3-8 Max Horz2=137(LC 10) Max Up1if12=-449(LC 10), 7= 449(LC 11) FORCES (Ib) Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-20341759, 3-4=-1453/540, 4-20=-1284/538, 5-20=-1284/538, 5-6=-1453/539, 6-7=-2034261 BOT CHORD 2-,13=-728/1820,-12-13=-728/1820,11-12=-728/1820, 10-11=-352/1284, 9-10=-593/1820, 7-9=-593/1820 WEBS 3-13=0/253, 3-11=-645/414, 4-11=-103/336, 5=10=-103/336, 6-10=-645/416, 6-9=0/253 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., 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 me,mbers 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=449, 7=449. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verily design parameters and READ -NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE. USE. Design valid for use only with MiiekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss syslern. Before use, the building designer must verify the applicability, of design parameters and properly incorporate this design into The overall qbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk` is always required for statAlity and to prevent collapse with possible personal injury arid property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 T11456360 1113085 A5 Common 7 1 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.50 10-12 >675 180 BCLL 0.0 ' Job Reference (optional) 6wiaers rust source, aroveiana, FL. s4vs6 r.e4u s Apr re zuio mrieK mausrnes, mc. mon jun zo is:a4:uu zur r rage r I D:5c7Af685PE I PxJ638d3NKNz4S6e-yzX3Zul Bj LBiV6hj EyJkO_d?X l ltogM UTj65K_z2Pfj 1-0-0 7-3-14 14-0-0 20-8-2 28-0-0 9=0-0 1-0-0 7-3-14 6-8-2 6-8-2 7-3-14 7-0-0 Scale = 1:49.3 5.00 F12 4x6 = 5 3x4 = 3x4 = 3x4 3x6 = 3x6 = 10 Plate Offsets (X Y)-- 12:0-0-10 Edqel (8:0-0-10 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.25 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.50 10-12 >675 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.08 8 n/a IVa BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 122 Ib FT = 0%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 ocpuffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1090/0-3-8, 8=1090/0-3-8 Max Horz2=147(LC 10)' Max Uplift2=-448(LC 10), 8=-448(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1.967/764; 3-4=-1737/669, 4-5=-1661/689,5-6=-1661/690,6-7=-1737/670, 7-8=-1967/765 BOT CHORD 2-12=-738/1755, 11-12=-340/1176, 11-19=-340/1176, 19-20=-340/1176, 10-20=-340/1176, 8-10=-592/1755 WEBS 5-10=-273/607, 7-10=-380/384, 5-12=-273/607, 3-12-380/384 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of.truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=448, 8=448. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. this design is based only upon parameters shown, and is for an individual building component, not - a Truss system. Before use, the building designer must ve ify the applicability of design Wtameteis and properly incorporate this design into the overall p pbuildingdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 717456361 1113085 A6 Root Special 1 1 J.bR.ference 1.25 BC 0.77 Vert(TL) 0.36 11-21 941 optional) 1-0-0, 5-2-14 9-10-0 1-0-0 - 5-2-14 4-7-2 4x6 = 4x6 = 4 Pr 'aye. I D:5c7Af685PE I PXJ638d3NKNZ4S6e-Q95RmE IpleJ Y7FGvoggzZC9CI Rf W XFcdhNresQz2Pfi 14-10-0 19-0-0 23-2-2 - 28-0-0 4-2-0 4-2-0 4-2-2 4-9-14 Scale = 1:51.0 3x8 = 4x6 = 15 14 -- 12 11 3x4 = 2x4 4x12 = 3x4 = 2x4 II 3x8 = 3x6 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.15 12 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.36 11-21 941 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 8P No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1089/0-3-8,9=1091/0-3-8 Max Herz 2=106(LC 14) Max Uplift2=-400(LC 10), 9=-493(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2088172213-4=-1 692/690, 4-5=-1817/780, 5-6=-1730/732, 6-7=-1626/775, 7-8=-1790/791, 8-9=-2064/979 BOT CHORD 2-15= 629/1877, 14-15=-629/1877, 13-14=-635/1846, 12-13=-635/1846, 11-12=-635/1846, 9-11=-815/1863 WEBS 3-14=-427/274, 4-14=-466/1093, 5-14=-706/365; 6-14=-253/169, 6-11=-303/163, 7-11=-120/455,8-1 1=-285/293 28-0-0 9 -n -n PLATES GRIP MT20 244/190 Weight: 144 Ib FT = 0%, Structural Structural wood sheathing directly -applied or 3-10-15 oc purlins. Rigid ceiling directly applied or 6-5-14 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1.40mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jWb) 2=400, 9=493. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTe.k0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp E building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidanceregarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avoilatNe from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. Bracing Indicated is to Wckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek` building prevent is always required for stability and to prevent collapse with possible personal injury andpropertydamage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 711456362 1713085 A7G Roof Special Girder 1 i Job Reference (optional) 1-0-0' 5-2-14 4-7-2 4x6 4 D:5c7Af685PE I PxJ638d3ny, N KNz4S6e-uMfp_aJ RFyRPIPr6MN LC5PiEVryKGcU nwl bC Psz2Pfh 12-8-0 16-10-0 21-0-0 24-2-2 28-0-D - ,29-0-0, 4-2-0 4-2-0 3-2-2 3-9-74 1-0-0 Scale = 1:51.0 14 13 -- 12 11 2x4 !/ 5x8 = 6x8 = 3x8 = 10x12 = 2x4 5x8"= 2x4 11 4-7-14 8-7-15 12-8-0 15-10-0 21-0-0 24-2-2 2,%0 O 4-0-1 3-2-2 3-9-14 Plate Offsets (X Y)-- [2:0-3-1,0-1-81, f5:0-5-4,0-2-121, (7:0-2-10,Edge1, f9:0-4-0,Edgej, f12:0-3-8,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.40 12-13 >849 240 MT20. 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.71 '12-13 >471 180 BCLL 0.0 Rep Stress Incr NO W6 0.82 Horz(TL) 0.15 9 n/a n/a I BC DL 10.0 Code FBC2014/TP12007 (Matrix -M) Weight: 165 lb FT=0 LUMBER- BRACING i TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-11 ocpurlins. BOT CHORD 2x6 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. 6 9-15: 2x6 SP M 26 WEBS 1 Row at midpt 5-16 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1637/0-3-8, 9=2468/0-3-8 Max Horz2=106(LC 31) Max Uplift2=-664(LC 8), 9=-1137(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3722/1442, 3-4=-3377/1409, 4-5=-2651/1118, 5-6=-5652/2568, 6-7=-5652/2568, 7-8=-5870/2684, 8-9=-5768/2620 BOT CHORD 2-17=-1347/3410, 16-17=-1353/3385, 15-16=-1952/4853, 14-15=-1952/4853, 13-14=-1948/4852, 13-22=-2367/5485, 12-22=-2367/5485, 11-12=-2343/5305, 9-11= 2343/5305 WEBS 3-16=-383/314, 4-16=-883/2165, 5-16=-2959/1384, 5-13=-615/1090, 7-13--438/562, 7-12=-753/1817, 8-12=-261/294 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C;, Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=664, 9=1137. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 Ib down and 213 Ib up at 21-0-0 on top chord, and 1493 Ib down and 688 Ib up at 19-9-8, and 307 Ib down and 137 lb up at 20-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads, applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54, 5-7=-54, 7-10=-54, 2-9=-20 Continued on QaUe 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 11111312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters. shown, and is for an individual Nriding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. Bracing Indicated is to Wckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek` building prevent is always required for stability and to prevent collapse with possible personal injury andpropertydamage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Pry 711456362 1113085 A7G Root Special Girder 1 1 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 13:34:10 2011 Page 2 I D:5c7Af685P EI PxJ638d3N KNz4S6e-uMfp_aJ RFyR PI Pr6MN LC5PiEVryKGc U nw 1 bCPsz2Pfh LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7= -126(B)12= -307(B) 22=-1493(8) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. this design is based only upon parameters shown, and is for an Individual Wilding component, not a truss system. Before use, the building designer mmust verify the applicability of design parameters and properly incorporate this design Into the overall II/ ffivaw building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek• ' Is always required for slat lllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and.truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Plate Offsets (X Y)-- 17:0-3-0,0-0-41 711456363 1113085 B1 GE common Supported Gable 1 1 SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Job Reference (optional) Builders First Source, l Toveiana, FL. 34736 7.640 s rpt is 2016 ,- u - Mea, nim. -n vuu au i i cv„ rage I D:5c7Af685PEI PxJ638d3NKNz4S6e-MYDBBwK40GZGMZQlw5s RedFaKFUG?Ffw9hKlxlz2Pfg 1-0-0 9-10-0 19-8-0 1-0-0 9-10-0 9-10-0 _ Scale = 1:35.3 I 4x6 = 6 30 = 18 17 16 15 14 13 12 11 3x4 = 5x6 = 1980 Plate Offsets (X Y)-- 17:0-3-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) 0.01 1 n/r 90 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 88 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-8-0. lb) - Max Horz 2=115(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 10, 2, 16,12 except 15=-103(LC 10), 18=-166(LC 10), 13=-104(LC 11), 11=-178(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 10, 2, 14, 15, 16, 13, 12 except 18=275(LC 21), 11=290(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 2, 16, 12 except Qt=1b) 15=103,18=166,13=104, 11=178. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. q} Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p q 000111 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and.to prevent collapse with possible, personal injury and property damage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of trusses and tum systems, seeANSI/TPI t Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Ihstitute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty' Ply Plate Grip DOL 1.25 TC 0.25 TCDL 7.0 Lumber DOL 1.25 711456364 1113085 B2 Common 3 1 Code FBC2014/TP12007 Matrix -M) LUMBER - Job Reference (optional) Builder's First Source, Groveland, FL. 34736 0-05-2-14 1-0-0 5-2-14 4-7-2 4x6 = 7.640 6 Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 13:34:12 2017 Page 1 I D:5c7Af685P EI PxJ638d3NKNz4S6e-gknZ0GLinZi7_j_UTo0gAgnkYeg Dkgx4N L41Tlz2Pff 4-7-2 5-2-14 Scale = 1:34.0 3x6 = 9-10-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 7.0 Lumber DOL 1.25 BC 0.77 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 BCDL 10.0 Code FBC2014/TP12007 Matrix -M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No:2 WEBS I 2x4 SP N0.3 REACTIONS. (Ib/size) 6=727/Mechanical, 2=782/0-3-8 Max Horz 2=115(LC 10) Max Uplift6=-288(LC 11), 2=-326(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1295/556, 3-4=-973/359, 4-5=-973/358, 5-6=-.1 297/559 BOT CHORD 2-7=-539/1157,6-7=-447/1159 WEBS 4-7=-108/473, 5-7=-356/344, 3-7=-353/341 3x6 = 5x8 = DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.12 7-10 >999 240 MT20 244/190 Vert(TL) -0.31 7-10 >750 180 Horz(TL) 0.04 6 n/a n/a Weight: 83 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-11-5 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=288, 2=326.. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. IRp Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p V a truss system. Before use, the building designer must verify the applicability, of design parameters and property incorporate this design into the overall Welk' IB building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord met bers only. Additional temporary and permanent bracing IYI lei k' Is always required for siatAlly and to rxeveni collapse with possible personal Injury and property damage. For general guidance regarding fire fabrication, storage, delivery, erection and bracing of trusses and truss syslems seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 r - Job Truss Truss Type Oty Ply loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 T11456365 1113085 Cil Jack -Open 6 1 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) bunaers YI(si JOurca, uroveiana, tL. 34r I D:5c7M685PE I PxJ638d3N KNz4S6e-gknZOGLinZi7_j_UToOgAgnmAer0kir4NL41Tlz2Pff 1-0-0 1 2x4 = rn0 Scale = 1:6.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 5 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=10/Mechanical, 2=113/0-3-8, 4=4/Mechanical Max Horz 2=42(LC 10) Max Uplift3=-9(LC 10), 2=-74(LC 6) Max Grav3=10(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(i) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicatAlly of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 1. Welk' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply loc) I/dell L/d PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.25 TC 0.08 T71456366 1113085 CJ3 Jack -Open 6 1 BC 0.05 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) ounaers rns aource, urove ano, r. saroor pi rays I D:5c7Af685PE I PxJ638d3N KNz4S6e-gknZOGLinZi7-j_UToOgAgnmAerLkir4NL41Tlz2 Pff 1-0-0 3-0-0 2x4 = Scale = 1:10.9 LOADING (psf) SPACING- 2-0-0 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.25 Tampa, FL 33610 TC 0.08 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 11 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fblsize) 3=59,/Mechanrca€, 2=18410-3-8, 4=291Mechanicaf Max Horz 2=86(LC 10) Max Uplift3=-56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M11-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall Is buckling individual Iniss web and/or chord members only. Additional temporary and permanent brcr-Ing M iTek' building design. &acing Indicated to prevent of IS always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Bbd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. r-, Job Truss Truss Type Qty Ply LOADING (psi) SPACING- 2-0-0 CSI. T11456367 1113085 cis Jack -Open 6 1 TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 Job Reference (optional) 1-0-0 0105-0-0 ovu s rPt i a cu w im i eK mausrnes, m, mon dun — I3:3 , J —, / age i ID:5c7Af685PEIPxJ638d3NKNz4S6e-JxLyccMKYtq_ctZglVvvj2Kvj29mT95Dc?ps?Bz2Pte 2x4 — 0 6 N Scale = 1:15.1 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 3=100/Mechanical, 2=274/0-3-8, 4=45/Mechanical Max Horz 2=131(LC 10) Max Uplif13=-98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb) 2=125. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE MY -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate thts design into the overall L building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required tot stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, ereclion and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 5-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.02 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) 0.04 4-7 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 17 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 3=100/Mechanical, 2=274/0-3-8, 4=45/Mechanical Max Horz 2=131(LC 10) Max Uplif13=-98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb) 2=125. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE MY -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate thts design into the overall L building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required tot stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, ereclion and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 1113065 EJ7 IJack-Open 0 1-0-07-0-0 1-0-0 i 7-0-0 T11456368 9 1 Job Reference (optional) 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 13:34:13 2017 Page 1 ID:5c7Af685PEIPxJ638d3NKNz4S6e-JxLyccMKYtq_ctZg1Vvvj2Krw26tT95Dc?ps?Bz2 3x4 = Scale= 1:19.1 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=141/Mechanical, 2=366/0-3-8, 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. Ili Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 3=123, 2=164. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. pp Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not 7-0-0 7.0-0 a truss system. Before use, the building designer musf verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing @ MiTek` prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Plate Offsets (X Y)-- j2:0-0-10,Edgel Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 4-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) 0.16 4-7 537 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 23 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=141/Mechanical, 2=366/0-3-8, 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. Ili Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 3=123, 2=164. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. pp Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not NOR' a truss system. Before use, the building designer musf verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing @ MiTek` prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. r— . ... Job Truss Truss Type Qty Ply SPACING- 2-0.-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 T/1456369 1113085 EJ7G JACK -OPEN GIRDER 1 e Lumber DOL 1.25 BC 0.45 Vert(TL) -0.26 3-5 >311 180 BCLL 0.0 ' Job Reference (optional) Builder's First Source, Groveland, FL. 34736 I 640 s Apr 19 2U1ti MI I eK Inaustrres, InC. Mon Jun Co 13:34:14 zu1l rage 1 I D:5c7Af685PE I PxJ638d3N KNz4S6e-n7uKpyMyJByrE 18tbDQ8G FtOOSQZCcONrfZPYdz2 Pfd 3-8-2 3-3-14 2x4 11 3 2x4 II Scale = 1:21.5 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load, of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=456, 3=668. 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) 707 Ib down and 308 Ib up at 2-0-12, and 707 Ib down and 308 Ib up at 4-0-12, and 709 Ib down and 305 to up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 7=-707(F) 8=-707(F) 9=-709(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. fpm 7-0-0 LOADING (psf) SPACING- 2-0.-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.15 3-5 >562 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.26 3-5 >311 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 63 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1118/0-3-8,3=1513/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-456(LC 8), 3=-668(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load, of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=456, 3=668. 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) 707 Ib down and 308 Ib up at 2-0-12, and 707 Ib down and 308 Ib up at 4-0-12, and 709 Ib down and 305 to up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 7=-707(F) 8=-707(F) 9=-709(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. fpm Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall truss only. Additional temporary and permanent bracing ttt%tlll . MiTek' building design. Bracing indicated is to prevent buckling of Individual web and/or chord members Is always required for slabiilly and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. - Tampa, FL 33610 o7 Fob Truss Truss Type Qty Ply in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 711456370 7113085 HJ7 Diagonal Hip Girder 3 1 240 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) Job Reference (optional) Builders First Source, Groveland. FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 13:34:15 2017 Page 1 I D:5c7Af685PE I PxJ638d3NKNz4S6e-FJSi 1 I Na4U 4irAj39wxNoTP DQs nEx?4 W 4J Iy44z2Pfe 9-10-1 4-7-8 Scale = 1:21.8 2x4 = zxv 11 5 4-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 6-7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) 0.09 6-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=115/Mechanical, 2=481/0-4-9, 5=295/Mechanical Max H6rz2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) PLATES GRIP MT20 244/190 Weight: 41 Ib FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-779/300, 11-12=-752/303,3-12=-720/309 BOT CHORD 2-15=-399/721,15-16=-3991721, 7-16=-399/721, 7-17=-399/721, 6-17=-399/721 WEBS 3-7=0/253, 3-6=-768/425 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) = This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=267 5=116. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 Ib down and 14 Ib up at 1-4-15, 14 Ib down and 14 Ib up at 1-4-15, 27 Ib down and 54 Ib up at 4-2-15, 27 Ib down and 54 Ib up at 4-2-15, and 44 Ib down and 103 Ib up at 7-0-14, and 44 Ib down and 103 lb up at 7-0-14 on top chord, and 8 Ib down and 1 Ib up at 1-4-15, 8 l down and 1 Ib up at 1-4-15, 9 Ib down and 0 Ib up at 4-2-15, 9 Ib down and 0 Ib up at 4-2-15, and 24 Ib down at 7-0-14, and 24 Ib down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 13=-48(F=-24, B=-24) 15=3(F=1, B=1) 16=-1 2(F=-6, B=-6) 17=-34(F=-17, B=-17) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. q Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on Individual building component, not Nil' latrusssystem. Before use, the building designer must verify the applicability of design parameters and properly Incogwrate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 1113085 M1GE Monopitch Supported Gable 2 1 Job Reference (optional) 711456371 Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 13:34:15 2017 Page 1 I D:5c7Af685PE I PxJ638d3N KNz4S6e-FJSi 1 INa4U4irAj39wxNoTP H Rstt x3wW 4J Iy44z2 1-0-0 4-8-0 1-0-0 4-8-0 4 Scale= 1:14.4 2x4 = 2x4 11 21x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 1 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=45/4-8-0,2=147/4-8-0,6=197/4-8-0 Max Horz2=122(LC 7) Max Uplift5=-24(LC 7), 2=-72(LC 6), 6=-118(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2 except Qt=1b) 6=118. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design pammetem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek(5) connectors. lhls design is based only upon parameters shown, and is for an Individual building component, not q a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems. seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute. 218 N. Lee Street, Suite 312- Alexandria VA 22314. Tama. FL 33610 1 Job Truss Truss Type QtyPly LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 711456372 1113085 M2 Monopitch - 4 1 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.03 4-7 >999 180 BCLL 0.0 Job Reference (optional) Builder's First Source, Groveland, FL. 34736 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 26 13:34:16 2017 Page 1 I D:5c7Af685PE I PxJ638d3NKNz4S6e-j W 04EeOCroCZTK I FieSc LgyRZGBxg W rf Iz2 W c W z2Pfb 1-0-04-8-0 1-0-0 4-8-0 Scale= 1:14.4 2x4 = 2x4 11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES - 1) Wind: ASCE 7-10; VUlt=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=129. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev. l V03/2015 BEFORE USE. q.! 4-8-0 4-8-0 l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.03 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight: 19 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc, purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=134/Mechanical, 2=255/0-8-0 Max Horz 2=122(LC 9) Max Uplift4=-72(LC 10), 2=-129(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES - 1) Wind: ASCE 7-10; VUlt=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=129. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev. l V03/2015 BEFORE USE. q.! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. 9 Y - 9 Y po F wn, and is for an Individual building component, not l a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M building design. Bracing indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and 10 prevent collapse with possible personal injury aryl property darnage. For general guidance regarding. the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 T11456373 1113085 V3 Valley 1 1 WB 0.00 Horz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Job Refer(.pfi.nal) Dunaers rrrsr aoume. u1ove1anu, 11. av1— a0 3-0-0 I D:5c7Af685P EI PXJ638d3NKNZ4S6e-j W 04EeOCroCZTK I FieScLgyTOGDOg W rf Iz2 W c W z2Pfb 2 2x4 2x4 11 3 Scale = 1:9.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 9 l FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=78/2-11-6,3=78/2-11-6 Max Horz 1=51(LC 7) Max Upliftl=-33(LC 10), 3= 43(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 Ib uplift at joint(s) 1, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 70103/2075 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual Lxjilding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallAdditionalTemporaryandpeimanenlbracing MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. for and to collapse with possible personal injury and property damage. for general guidance regarding theisalwaysrequiredslahllityprevent fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type City Ply 3 2x4 i 71145637417773085VSValley11 DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Job Reference (optional) I D:5c7Af685P EI PxJ638d3NKNz4S6e-j W 04Ee0CroCZTKI FieScLgyP DGAzg W rfl z2 W c W z2Pfb 2x4 11 2 Scale = 1:14.2 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=152/4-11-6,3=152/4-11-6 Max Horz 1=100(LC 7) Max Upliftl=-64(LC 10), 3=-84(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins, ,except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 Ib uplift at joint(s) 1, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verily design Parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. (p Design valid for use only with Mllekm connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always,required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 3 2x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 COde FBC2014/TP12007 Matrix) Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=152/4-11-6,3=152/4-11-6 Max Horz 1=100(LC 7) Max Upliftl=-64(LC 10), 3=-84(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins, ,except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 Ib uplift at joint(s) 1, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verily design Parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. (p Design valid for use only with Mllekm connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always,required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x, ya offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth, TOP CHORDS diagonal or x -bracing, is always required. See BCSI. 0 c1-2 c2-3 2. Truss bracing must be designed by an engineer. Fori/ 1 a, 4 o wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I c p bracing should be considered. O 3 O XAc3V b U 3. Never exceed the design loading shown and never inadequately braced trusses. a0 a stack materials on 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c-a cv- cam BOTTOM CHORDS designer, erection supervisor, property owner and plates 0-'nb" from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7 Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 199. at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted. this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection, the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design, if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Ie Indicates location where bearings supports) occur. Icons vary but OO 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards:; ANSI/TPI 1 : National Design Specification for Metal 19. Review all portions of his design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, i ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 THA218 Hangers For Entrys' 4" 28'0" 19' 8" co V Truss Layout i Client: NEW Project: _ E New fModel: I I Lot / Subdivision 7 Street Address: Location: Orlando, FI. Salesman: Donnie Faison cc Date 0 610 812 01 6 Scale NTS - Plan Date: xx/xxlxxxx Drawn By Wes McFarland Sheet# 1 of 1 Job # xxx uilders W U U U'i'sr 1: Client to review overall placement plan including dimensions, roof and CJ1 ceiling conditions, top chord size, overhang/ cantilever lengths,heel heights, bearing 8 -non-bearing wall locations and heights. 2. Client to review entry -and./ or other conditions that require centering of peaks, overhangs or cantilevers to ensure proper truss design. 3 Client to review AHU conditions such as, hung from ceiling, recessedCJ3intoceilingoratticmounted. It the client's responsibility to inform truss plant of locations, size, and weights. 4. Client to review special conditions; such as beam loads, dropped soft loads and skylite locations to ensure proper truss design / placement.- CJS 5. Ceiling drops and valleys not shown are to be field framed by client. - 6. Hip and comer jacks not cut are to be cut in the field by others. 7. Overhangs. are 2x4 or 2x6; no blocking is applied. - 8. Overhangs are considered wild, cut to ft in field. 1 G 9. Temporary or permanent bracing is not included in truss package.. 10. Erect trusses per BCSI-B7 Summary Sheet. Prior to erecting trusses refer to sealed truss enginering sheets for additional important info. 11. It is the client's responsibility to cooridinate delivery dates with trussA2 plant/sales. Truss delivery will be on the agreed upon date... 12. Client to provide a marked location for delivery. Locationmust be accessible, level and clear of materialsanddebris. In lieu of this, trusses will be delivered in the best available location at our driver's A3 discretion. No charges will be accepted. if above criteria is not met. 13. All truss repairs must be coordinated with truss plant. - Do Not Cut Any -Trusses before contacting truss plant with specifics of problem. 14. No back charges or crane charges of any kind will be accepted A4 unless specifically approved in writingby truss plant management. 15. Note: One, approved layout must be returned to truss plant before fabrication / scheduling. 16. — Upon signing you. agree that youhavereviewed this placement plan in its entuity. A5 Approved By; Approval Date: A5 Requested Delivery Date: Roof Loading: 20.00 TCLL, 7.0 TCDL,. 0.0 BCLL, 10.00 BCDL, DOL7ASCEAScoRDLDOL1.00LPOdBCLL, S. OBMWFRSBII TCoor tohg. 6/ OZTCLL,.IO,OOWCDdL, CO C Pitch : FlatDesign T.C. Size Varies Heel Hgt :. Varies Z Bearing Varies Method FBC-20 Wind Speed 140 mph /Exp. C Mean Hgt - 15' Min, I -A5 A5 Cantilever : N/A On Building Cat II Importance Factor : 1.00 ED Overhang 1' 4" O.H. -Cut Plumb I, Spacing: 24" O.C. Enclosure Partially Enclosed Enclosures Lanai Partially Enclosed Enclosure Entry Partially EnclosedAS HUS26 = Typ. Single. Ply Roof Truss HHUS46 = Typ. Floor Truss IHGUS28m3 I_J THAM22 SUR46 HHUS48AS rr Hangers are Manufactured by Simpson Strong Tie unless noted other iseLl jA4 I_ w y See Legend in Layout A31 r; n co V Truss Layout i Client: NEW Project: _ E New fModel: I I Lot / Subdivision 7 Street Address: Location: Orlando, FI. Salesman: Donnie Faison cc Date 0 610 812 01 6 Scale NTS - Plan Date: xx/xxlxxxx Drawn By Wes McFarland Sheet# 1 of 1 Job # xxx RECORD COPY V D City of Sanford Building and Fire Prevention l_.di (tom Product Approval Specification Form 0 DINO Permit # # 1 7- 2 4 3 8 srC``D Project Location Address c3 ` 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.floridabuildin.g.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll Up Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hung Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 f.' Category/ Subcategory Manufacturer Product Description Florida Approval # including decimal 3. Panel Walls Siding James Hardi. Bldg Prod Inc HardiPlank Lap FL13192-R4 Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments 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 2 f Category / Subcategory Manufacturer Product Description Florida Approval #t include decimal) 5. Shutters Accordion Bahama. Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strengffi 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 3 4/2812017 Florida Building Code Online Bc1S Home Log In User Registration Hot Topics. _ Submit Surcharge Stats &Facts Publications i FBC Staff BCIS Site Map Links Search box X41 Product Approval ix USER• Public User Product Approval Menu> i_roduct. or. A.p ration Search > 6ppfio tmp -Lt > Application. Detail FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POG and/or the Commission if necessary. Comments Archived Product Manufacturer CAST -CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641. Ext 128 cparrino@castcrete.com Authorized Signature Craig Parrino cparrino@castcrete.com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33523 cparrino@castcrete.com Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa; FL 33623 cparrino@castcrete, com Category Structural Components Subcategory Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year ACI318 2011 ACI 530 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquegl%2bT71°/fl2fF192gnRzHNulcg5pq XkU6g%3d 112 4/28/2017 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 ummafr of Products. FL # Model, Number or Name Description 158.1 l High Strength Concrete Lintels i 4, 6, 8, and 12 inch wide lintels~ _ Limits of Use Certification Agency Certificate w Approved for use in HVHZ: Yes FL158 R8 C CAC NOA 14-0903.03.pdf Approved for use outside HVHZ: Yes ; FL1S8 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A ; Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe ' Installation Instructions load i FL158 R8 II NOA 14-0903.03.pdf FL158R8 II NCA 16-0126.03.odf I Verified By Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us.:: 2601 Blair Stone Road, Tallahassee' FL 32399 Phones 850-487-1824 The State. of Florida is an AA/EEO employer. Cooyrioht 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 Inresponse to a. public -records request, do not send. electronic nail to this'entity. Instead, contact the office by phoneor by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes,. effective. October 1, 2012, licensees licensed under Chapter. 455, F.S. must provide the Department with an email address if they have one. The emalls provided may he used for official communication -with the licensee. However email addresses are public record. If you do not wish to supply a personal address, pleaseprovide the Department with an email address which can be made availableto the public To determine If you are a licensee under Chapter 455, F;S., please click here . Product Approval Accepts: Crecrit Gard Safe stcurit atir, •mics' https://www.floridabui Iding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDqueq 1 %2bT71 %2fF 192gnRzHN ulcgj5pgLXkU6g%3d 212 M1AM 1•IJADE MIADII-DADE COUNTY M PRODUCT CONTROL SECTION DEPARTMENT Or REGULATORY AND ECONOMIC RESOURCES (RE, R) 11805 SIV 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175.2474 T(786)3i5-2590 F(786)3t5-2599 NOTICE OT ACCEPTANCE (NOA) Nnvw.mi:tmidade,gov/eeorroriiy 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 tire. requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411, 6" & 12" High Strength Precast, and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1. of 1, prepared by Craig Pamine, P.E., dated .March 24, 2003 and Drawing No. LT4612, titled. "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", streets 1 through 3 of 3, prepared by Craig Parritto, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig PalTinO, P.E., on August 19, 2014, all bearing ilia Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miaini-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. TERNIINATION 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 Nvith any section. of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature.. If any portion of the NOA is displayed, then it shall be, done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E- 1, E-2 and E-3 as, well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Mahar, P.E., M.S. 1rc,.. „ NOA No. 14-0903.03rjr MIAMCO"WADE COvc..• frf% % Expiration Date: 09[11/2018 Aplwoval Date: 10/09/2014 f Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 403-060.5.04 A. DRAWINGS 1. Drawing No. FD4612, tilled 'Precast and Prestressed Lintel Details", sheet 1 of 1, Prepared by Craig Parrino, P.E., dated lllarch 24, 2003 and Dreaving Arc. LT4612, titled Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of'3, prepared by Craig Parrino, P.E., dated Xforch 24, 2003, last revision -91 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P.E. B, TESTS 1. Test report on flexural testing on 4 ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled rlklodels, total of (13) concrete lintel specimens, per.4STi11E-529-94, prepared b}1,I1)1)lied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Flamon, P. E. C. CALCULATIONS 1. Calctrlalions.for Cast -Crete Linfels, dated 05129103, 207 Pages, prepared b1+ Craig Parrino, P.E., signed and sealed bv Craig Perrino, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Porrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System kfanual for Cast -Crete ilfachine rllade Precast Lintels revised on 11a1, 1, 2002. 1. Cast -Crete Quality System rllanmal for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Dranving No. FD4612, titled "Precast and Prestressed Lintel Details`, sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drmving tiro. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared b>> Craig Parrino, .P.E., dated dlarch 24, 2003, fast revision dated rblarch 11, 2005.. B. TESTS 1, None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. lay ctliand-Dade County Building Code Compliance Of ce. E. MATERIAL CERTIFICATIONS 1. None. H'elii y A. Maim-, P.E., ivLS. P1.0duct Couteol Unit Supers•isor NOA No. 14-0903.03 Expiration Date.: 09/11/2018 Approval Date: 10/09/2014 List -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE; SUBMITTED UNDER PREVIOUS APPROVAL 4,12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 ()f 1, prepared by Craig Parrino, P.E., elated kfarch 2=1, 2003 and Drawing No, L 4612 titled "Cast -Crete 4", 6" & 12" Lintel Scile Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated iviareh 24, 2003, lust revision dated dlarch 11, 2008, all signed and sealed by Craig Parrino, P, E., on Afarch 22, 2012. B. TEST'S 1, None. C. CALCULATIONS 1. Moate. D. QUALITY ASSURANCE 1. By i'llictrni-Dade Comity Department of Permitting, F.111,11'Wi tent, and Regulataty %Jcrirs. E. MATERIAL CERTIFICATIONS 1. Notre. F. OTHER 1. Letter .pont Cast -Crete Corporation, dated February 03, 2012, sighed and sealed by Craig Parrino, P,E., certifying contpliemce with the Florida Building Code, 201'0 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. Alone. B. TEST'S 1. None, C. CALCULATIONS 1 Notre. D. QUALITY ASSURANCE 1, By Aficrnti-Dade County Department of Regulator, crud Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. t } ui n} A. Malca, P.E , M.S. Product Couhrol Unit Supervisor NOA No. I4-0903.03 Expiration Date, 09/11/2018 Approyal Bate: 10/09/2014 E,2 Cist-Crete USA, Ine. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW .EVIDENCE SUBMITTED A. DRAWINGS 1, Draining Aro. FD4612, titled "Precast and Prestressed Llntel.Detalts ", sheet 1 of 1, prepares! by Craig Parr no; P.E., dated March 24, 2003 and Drawhig Aro. LT4612; titled "Cast -Crete 4", 6"& 12" Lintel Sgfe Load Tables", sheets I throrrglr 3 of 3, Prepared by Craig Parrino, AE., dated March 24, 2003, last revision dated June 12, 2014, all sighed and sealed by Craig Parrino, P.E., carr August 19, 2014. B. TESTS 1. Alone. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, stated 0811912011, pages 14.201 through 14.236, prepared by Craig Pcrrrino, P.E., signed and sealed Gv Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Couno) Department ofRegulator j, cols! Ecouornic Resources (RFs' ). E. MATERIAL CERTIFICATIONS 1, None. F. OTHER 1. Letter Born Cast -Crete USA, Inc., dated ftr(gust 19, 2014, .signed and sealed k), Craig Parrino, RE.,; certifidng compliance with the Floricla Building Code, 2014 Edition, Het`"nlrar, l' E„ NI.S. Product Carttroi Uuit Supervisor NOA No. 14-0903,03 Eiptratiou Date: 09111/2018 Approval Date: t010912014 E-3 ti 1 ® HIGH STRENGTH PRECAST AND 4CPRESTRESSED CONCRETE LINTELS 4" SOLID LINTEL DATA TABLE LppPTTE`` REINFO""O F.NCPN LENGTH 3'-e•(2) 43 REBAR S'-3^ y ( 2-e- , s• -o• o.on 1R9 a3 NEBAR a•_a..160 S - , 3 '-,- D.O,i 192 Bu {'-ID 12 BAR a 3' N A A N A 4- I2T-} A A -3 2 - A 3._ •. 2 3 REBAR B'-6• T'•2 A S- 9 -,(2) 13 B R -S 1D' -B• RB f0-3' 6" PRECAST U-LINTEL._DATA TABLE E3S$JE D lmfroamiDmn- uzlo EF;Am O MUS®¢f?yER s:B t.>i©ZI i2ffMif FWM RMS mli 4fiF iSa.SiR E t m(Fa3k:Art iR R o IN ik1 sa iio 12" PRECAST U—LINTEL DATA TABLE F atl9,'149 mHE1i PR}E[CLApSLT( yW1 2" DOOR U—LINTEL DATA TABLE 0 4 % SIZ R EICESS A% L R45 YOCLUINE WIBS.T ND v,caa NOnuwt y ( 2-e- , s• -o• o.on 1R9 a3 NEBAR a•_a..160 S - , 3 '-,- D.O,i 192 Bu {'-ID 12 BAR a 3' N A A N A S T OF P om O , \; CRAIGPAnRRINO Law iOM PEQ® O R., O • l\ 6324 CR 579 B. -D s -B• 0.098 39) } ID -D 3 eAR 9•_,- ,•_p• a S pNA E V..' FFNER.. FL nmucoUna0 rME= v Emom grzm® Emm ii®®M 3 91 0 WERIMMI Em m®ff-TrIMdimWIDi/ iN3 3¢i t1Fi El wrrizfci 1 41414 TWS PA01RLL'TARf IMMARATION IS PROYIDEO NR, PADOVCI N'PRDYLL "" ME EO BE COP'iRIOHT UWS AND CANNOT BE REPROWCEO OR 013TRBMEp MTMODT THE PRBR MRITIEN CONSENT Cu,-ORCTE USA, ENO. GENERAL NOTES: 1.PEWF 40" 1-1 TIS2 W ASN W. A }{, END IS REW S SWVIIRO 31AMOTH: B MID 12 INCH .--.2000 PBI OAEA[ BO .. u.$ S NOM E TOPAL NUNI[R OF SBARUPS BEDYWE.B uE CW HI10 5T.H B 2. —.E1IRMOMDI r. = 6000 ISI MR ALL I B A 12 NCB FRW GCN ENG OP ENE RONFORCINO MDE; FOR MUM - - OF PRECAYT --, 1". 3000 PSI FOR I-- YMAYIY s ,, INM.INC --FO—o£. PE —n" NODR SN0+6 s. BOTTOM MEL SMALL BE. tl:P BACK ORE INCH TO BE F—K ADEN MOS 2 YBBYPS FM EUN NO. ON BAND 11 W. UNIELY A m CIRVPINO 1.0. iOBEL CEN, 12" PR}E[CLApSLT( yW1 2" DOOR U—LINTEL DATA TABLE 0 4 % SIZ R EICESS A% L R45 YOCLUINE WIBS.T ND v,caa NOnuwt y ( 2-e- , s• -o• o.on 1R9 a3 NEBAR a•_a..160 S - , 3 '-,- D.O,i 192 Bu {'-ID 12 BAR a 3' N A A N A S T OF P6 =2 3 6- 4 O , \; CRAIGPAnRRINO 9:. A• O R., O • l\ 6324 CR 579 B. -D s -B• 0.098 39) } ID -D 3 eAR 9•_,- ,•_p• a S pNA E V..' FFNER.. FL FL 03447 pEEonllcl 1 E wst:TT es a.mPt71 .. a n, no ts, Mai"N 1 3 L'D InPwME> t MEMBER'OF . Iflu- PRECAST_ AND PRESTRESSED LINTEL DETAILS WE, DKUB,-11 DAAMN BY: -K- ARHAUD SCALE, AS SHUN DATL• 3/N/OS CHCCRED BT: CRE10 PARA,YO, P.C. DIMIENQ TOME SHECT: 1 Of 1 GENERAL NOTES 1} Matedaa: f c 4' premst lintel- 3000 psi6000 V Ic grout = 3000 pei wNF maximum 3s/ 18 irch aggregate conuete rmsonry xl (CMU) F 0.5fM C90 rim minimum netareacanpnaiveIPngt, . 1400 psl mbar per ASTM A615 Grad. 60 mortar per ASIM C210 typo Mor S 2) Ail safe load Was, based on mi irnun 4 inch nominal bearing. Exe,,W, Ser. leads for -rota y 618, 12U8 and 1TRU6Itbered..d by 8K d 5earihg length is less than 6 1/2 inches. 3) P,aW, fur moder bed and head joints. 4) R.¢ number in pwenlhasls Indi"b" the psrcont reduction I. grade 40 Fick added mbar. E*wnols, i4zUrea clic. 0 1428 ((81) r 12288 -pit uaauq 5) All lintel. meat or .sued L1360 defied;.p. Ex-Itt & Wel Types BFF6 A, 12FS 17'-4` & longer meets or meted L/180 dt0eciion, Use is limited to -dile. mesl'nqq the Florida 1361ding Code Seaton 1604.3.1 os appteoble. e) Short 2kd lintels m requbed. 7) 4' solid Fettle to be Installed w/. 4' dimension horizontal and 8' dimension redk 1. 8) Instapaticn/allachm.nl of Intel ..tcampy rilh the wchiteelural and/w structurvi cl-w .,l. 9) The designer may evaluate cament ated loads from the are bad tables by mbu!oGng the maainwm res¢lu9 moment and shear at d -away from the ace a1 support. 10) KR. - Not Rated 11) Bottom We added r<bar to be located at me bottom al the linW coaly. TIDE DESIGNATION r r - rstm .ae aan / u . crouu rro°Vnaa°v na' s'r roll 121`16-213/2T saMstrz s,OwjLammlrt w is wnuL Noon reateu iw ysaw- vx. (i) lawasm ran Is' ualns GRAVITY Rams ran s uslns y _ FOR EACH ADDITIONAL 1180 959 FULL COURSE. 1) 15 RE84R FOR 6' LINTELS i foul Mx oi`,na rat ,:•uvms tl aysnm ra r t,nue 260 aonau reraaioc 11 5 ' ACTUALw Arta do-) 156 12' NOMINAL VAIN 12) 6' B 12' UAte'a- are-W,odwed rim 5-1/2' long mfehes at the ends to e,..dot. r,rt;c.1 e.1 mNdarcmq and g-rLi q. 13) The ede,;or sudoc. of Amos installed in exterior o slid mawuy alts shall have a oZUnq at stucco applied in accord— wXh ASTM C-926 or o0ar upprmed coaling. 14) Unlaa hooded sim"lo"I 'm _k l ((grovi w uyyli.(t) and hod -A.1 (bterol) bads should b. ch...d for the -combined bcd"g xlih me Wo inq egvatan: Applied verleal load 4pHW horizontal bad Sats -tical load + Safe hadzontel load S I.0 15) For -polite, Intel he!9hts .at short use safe load fmm nazi beer ha;ght. sh..m 16) For ;Mal Mn9ft not thorn, use safe load from nest lenged length shown 17) Sok loads o" sup,,dmp..d allowable loods. 18) Safe bads based an nlionol design anaytls per AO 570 and ACI 318, 19) Adeifional bteral load mpotily eon be obtained by V. designer by pra,i4ng addNionol ieinforeed -.ret.'masonry uncle (RCMU) above the Wet See sketch brio.: fm=1500psi SEE SAFE LATERAL LOAD GRAVITY TABLES FOR LOAD RATING y _ FOR EACH ADDITIONAL 1180 REINFORCED CMU (RCMU) 959 FULL COURSE. 1) 15 RE84R FOR 6' LINTELS 1/2' CLR TYP 2) 15 REBAR, FOR 12' LINTELS GR40 Or GR60 SAFE LOADS FOR 4" SOLID LINTELS Cwrn Resr GRAVITY TYPE LENGTH 4S8 V-6' (42' PRECAST 1180 4`-0•• (48-) PRECAST 959 4'-6' (54") PRECAST 789 5'-10" (70`) PRECAST 460 V-6" (78') PRECAST 360 7'-6" (90") PRECAST 260 9'-4' (1 12PRECAST 156 10'-6'(126")PRECAST 116 12U B C"i' bfear4f UPLIFT LATERAL TYPE LENGTH 4S8 458 3'-6' (42') PRECAST 687 371 4'-0' (48 PRECAST 597 320 4'-G" (54' PRECAST 529 258 5'-10" (7D") PRECAST 407 148 6'-6" (78') PRECAST 366 118 7'-6" (901 PRECAST 280 87 9'-4' (112') PRECAST 187 55 10'-6"(126-) PRECAST 152 43 12F8 12F12 12F16 6U8 6F8 61`12 6F16 f T;,<': r - ':. t:'.• is A n ,eel , • .... .: ''• • , • • . • 498 /+ G II' • 12F28 121`24 12F2D a'aa+nYE)np 'Ih (6,: Ftoiiliv rl...aY • • • • • •r • p(c p y!7 1 F ` CRAIGPARflINO A-pl;. U1oi4-0 03 • °3 1/ 6324 CR 579 BF32 6F28 6F24 6F20 ' S e G . SEFZNER FL 3s58aA /fir. %..;" FL. P.E. LIC. N0.44756A MEMBER OF CAST -CRETE 4r', 6" & 12" LINTEL SAFE LOAD TABLES m w TUN e n I^ .., flu E: OBS11L5-14 On" Itt, JOHAN ARNMID SCAIE: N.1.5. nBOE- 3/2//03 j CHECKED fly: CRAIG PARRINO, P.E. - AEC. NO, 44756 ORANING:HO. LT4512 SHEET I OF 3 I SAFE GRAVITY LOADS FOR 6" PRECAST U -LINTELS 4 A7 e 1fTi SAFE LOAD POUNDS PER LINEAR FOOT TYPE LENGTH 6U6 6FB-18 6F12 -IB 6F16-18 6F20-18 BF24-18 6F28 -1B 6F32 -IB 3'-6" (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (48") PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6" (54') PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10"(70") PRECAST 1067 1260 2198 3557 5734 7227 1 8297 8225 6'-6" (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-6" (90 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4' (112') PRECAST 584 660 1056 1523. 2084 2795 3731 5017 10'-6"(126") PRECAST 503 566 895 1270. 1706 2236 2898 3747 11'-4"(136•) PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(144") PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4"(160') PRECAST 373 417 646 895 1170 1485 1852 2285 14'-0"(168') PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4"(208') PRECAST N.R. 299 455 620 794 985 1198 1437 j) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 MEMBER OF SAFE LATERAL LOADS FOR 6" PRECAST U•LINTELS SAFE UPLIFT LOADS FOR G" PRECAST U -LINTELS f1oAQl1! P SAFE LOAD PLF C -""-.P/ 1 SAFE LOAD POUNDS PER LINEAR. FOOT TYPE 6U8 6F8 RCMU TYPE 6f8-11 6F12-11 6Fi6-11 6F20-11 6F24 -1T 6F28 -1T 61732-1TLENGTHLENGTH 3'-6" (42'1 PRECAST 587 1055 596 S-6" (42') PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (481 PRECAST 487 787 445 4'-0" (46") PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6" (54") PRECAST 416 609 344 4'-6" (54') PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(70' PRECAST 300 350 198 5-10"(70") PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6" (78') PRECAST 263 496 157 6'-6" (78") PRECAST 723 1097 1437f1 1777 2117 2457 2797 7'-6' (90") PRECAST 222 367 116 7"-6' (90') PRECAST 648 8631A 124914 154411 18401U 213511 2431 9'-4' (112'1 PRECAST 173 352 74 9'-4' (112') PRECAST 575 571i4 980 1252 1492 1732 1972 10'-6'(1261 PRECAST 151 276 58 10'-6"(126") PRECAST 514 462 q 787 11211 1336 15511 1766 11'-4`(136-) PRECAST 139 311 49 11-4(136 PRECAST 474 40411 685 985 1213w,1442 1645 12'-0-(144') PRECAST 131 277 44 12'-0"(144") PRECAST 454 m 36711 619 888 r 1093 1299 1506 13'-4"(180') PRECAST 117 223 35 13'-4"(160") PRECAST 402 308 516 736 906 u 1076 1247fwl 14'-0"(168-) PRECAST 111 202 32 14'-D"(566') PRECAST 368 2851q 475 677 832 989 1145p 17'-4'(208") PRESTRESSED N.R. 130 21 17'-4"(208') PRECAST 253 20B 338 476 585. a 693 803 r SEE GENERAL 140TE 18 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ttt 1111111 rrr t cJ PAf< U' ENS 01. 44 RODUL f Jtf:V1g D W oomPlYinY M•iih nc Aurirt:, T QF y 44;i mac • °< tle oS.o7 f Z`!g R pP•'`a: CRAIG PARRINO 6324 CR 579 erg% / kiiun, ow+u C,o9NAL t4,• SEFFNEA.FL 33584 1 _.. mm 4 JIuntJt FL. P.E. UG.N0,44756 TmE:CAST-CRETE 4, 6" & 12" LINTEL SAFE LOAD TABLE FItE )UWE: DBSO86-11 DPAWN BY; JOW WO SGLE: N.7S. DATE: 3/74/03CHECKED BYi- CWC PARMHO, P.C. - REO. N0. 44756 ORAWIHC:HO. L74617 SHEET 7 OF SAFE GRAVITY LOADS FOR 12" PRECAST U -LINTELS 4".4-s" SAFE LOAD PLFSAFELOADPOUNDSPERLINEARFOOT LENGTH TYPE 12u8 121`8-2B 12F12-20 12FI6-28 12F20 -2B 12F24-28 12F28-28 12F32 -2B 3'-6" (42') PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (A87 PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6' (54') PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5-10"(70") PRECAST 1612 2320 3218 5234 8487 11060 12755 1443!)„ 6'-6' (78') PRECAST 1383 1986 2679 4196 6421 10032 12755 1443q) 7'-6" (90') PRECAST 1138 1628 2131 3218 4676 6758 9763 1352!}„ 9'-4" (112") PRECAST 795 1216 1535 2230 3083 4167 5593 75521• 10'-6"(1267 PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4"(136') PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0"(144') PRECAST 456 878 1 1073 1513 2020 2617 3333 4206(u 13'-4'(160') PRECAST 359 767 926 1294 1709 1 2188 1 2743 1 3409, 14'-0'(168') PRECAST 321 7200 865 1204 1584 2017 2451 31061 17'-4'(208") PRECAST N.R. 451, 6311 881, 1141„ 1428, 17509, 2102 19'-4"(232") PRECAST N.R. 343, 477, 700„ 925,; 11521 1380( 1609 IP) THE NUIVARS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/.2" RECESS DOOR U -LINTELS 4m__4_m SAFE LOAD PLF SAFE LOAD • POUNDS PER LINEAR FOOT LENGTH TYPE 12RM L28F6-2B 12RF10- 12(8'14- 12RF1B- 0622-2E 12RP26- 12RF30- 4'-4' (527 PRECAST 2538 4841 2994 5468 7584 9640 11669 13679 15679 4'-6' (54') PRECAST 2319 6'-6' (78") PRECAST 5468 7584 9640 11669 13679 15679 V-8" (68') PRECAST 1347 9'-4" (112') PRECAST 3555 6395 9640 11669 13679 15679,4 5'-10"(70") PRECAST 1259 r12O3 3361 5954 9358 11669 13679 1567 V-8" (80') PRECAST 924 13'-4'(1601 PRECAST 2633 4415 6884 1035„ 1257 1480q 7'-6" (90") PRECAST 103 17'-4'(2087 PRESTRESSED 2157 3494 5259 79220, 96230 1132q„ 9'-8" (1167 PRECAST 389 843 1451 , 2157 3203 a 4427, 5417E 638011 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REOUCTIDNS FOR GRACE 40 FIELD ADDED REBJR. SEE GENERAL NOTE NO. 4 SAFELATERALLOADS PtlR 17" PRFRART 11.1 INTFI C C SAFE LOAD PLF LENGTH TYPE 12U8 12FS RCMU S-6" (42) PRECAST 1295 4841 1,3934,j 4'-0" (481 PRECAST 1295 4841 2994 4'-6' (54") PRECAST 1049 3922 241 is 5-10'(707 PRECAST 681 2547 15521 6'-6' (78") PRECAST 579 2167 1234,4 7'4" (901 PRECAST 474 1771 914,14 9'-4" (112') PRECAST 355 1326 5801, 10'-6"(1267 PRECAST 306 1143 454,4 11'-4"(1361 PRECAST 278 1041 388f4 12'-0'(144') PRECAST 260 971 345,,1 13'-4'(1601 PRECAST 229 857 278 14'-0"(168") PRECAST 216 809 251 17'-4'(2087 PRESTRESSED N.R. 6330 162,4 19'-4'(2327 PRESTRESSED N.R. 534 130, JCC VFJ',EI rvVIE 10' SAFE LATERAL 12" LENGTH 1ZKVo 1ZKr0' 4'-4' (52') PRECAST 1295 3692 2581 4'-6", (54-) PRECAST 1213 3458 2417(„) 5'-8" (68) PRECAST 784 2236 1650,4 5'-10"(70") PRECAST 747 2129 15521„1 6'-8' (801 PRECAST 602 1716 1170 7'-6" (90') PRECAST 504 114,38 1 914an V-8" (116") PRECAST 1 355 11011.1,59;,' SEE GENERAL NOTES - SHEET 1 OF 3 MEMBER Of SAFE UPLIFT LOADS FOR 12" PRECAST U -LINTELS ewaErC- SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 12FB-2T 121`12-2T 12F16 -2T 12F20 -2T 12F24 -1T 121`28.2T 12FJ2-2T S-6- (42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6- (54") PRECAST 2113 3291 4310 5328 6347 7355 8384 5' -TO -(70') PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78") PRECAST 1444 2269 2972 , 3675 4378 5081 5784 7'-6' (90") PRECAST 1267, 1767 , 2583 3194 3806, 4417, 5028 9'-4' (112') PRECAST 1028, 11711,41 20061 259D1 3087„ 3583 4079 10'-6"(1261 PRECAST 920, 947 „ 1612 22811„ 2764 3209,, 36531 11'-4"(1367 PRECAST 8589, 629, 1404, 1982(m 2441 2902, 3364 12'-0"(144") PRECAST 814 7531i1 1269, 17B8 22011 2616 3032 13'-4"(160') PRECAST 6789 633011 iWlm 14851 18261 2169,, 25131 14'-0"(168') PRECAST 622 , 586 m 974 136501 16790 19930 2309 17'-4"(208") PRECAST 434 ,1 427a 695 p 964 L> 11821 14029, 1523 19'-4"(2327 PRECAST 366 370,,, 593 4 817 p 1002, 1187,, 13729 E) 111E NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 .FIELD ADDED RE&JL SEE GENERAL ROY NIX 4 SAFE UPLIFT LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U -LINTELS 4war4ivast SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 12RF6-21 12RF10-2112814-2 1281`115-2 1261`22-2 12826-2112RF30-2 4'-4' (521 PRECAST 1626 2685 3746k4623 5867 6928 7969 4'-6' (54") PRECAST 1558 2582 36025643 6664 7684 5'-B' (687 PRECAST 1210 2042 28504466 5273 6081 5'-10"(70') PRECAST 1173 1984 27694338 5123 5908 6'-8' (80') PRECAST 1020 1538 24263802 4489 5177 7'-6' (901 PRECAST 904 1226 ,1 2163,3390 40Q3 4617 t9;8' (116') PRECAST 703„ 771 n 14720r1 2181 2663E 3145J 3628 Q.f"', • • • ' • • : •'(} NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR G E N S,. • 40 FIELD ADDED REBM. SEE GENERAL NOTE 90. 4 447 , // KODUMtEV1SIEo O (4• wl6i"y Coda T EF/G' • AcapmccN4, az c3 C • : 0 fN eWiun [Tile _c'_ gyp'• R CRAIGPARRIN O dR10P.\C:- 6324CR579r=j- 4S' S/Q •>tJ;.• $EFFNE39.:Rt 39584 nuns ty,e"cL nU„I yA. A 410`- FL. P.E.'Ol:ilt0:414756 CAST -CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES FlY NATE: OBSUB7-1/ DRAWN Erc: JONAN ARNAUD $USF: N.TS OAIE: 3/21/03 CNECIEO BT: CRANI PARRNNO, P.E. -AEC. N0. 44756 DRAWLNk N0. LT4612 SHEET 3 OF 3 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 perforni 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 theapplicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parritlo; 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 afrecting 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 ins its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H1 Imy A. Makar, P.E., M.S. NOA No. 16-0126.63 M(AMI DARE COUNTY ,/ Z Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 M IAM I'®ADE MIAMI-DADE COUNTY a PRODUCT CONTROL SECTION DEPARTNIENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, 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 perforni 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 theapplicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parritlo; 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 afrecting 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 ins its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H1 Imy A. Makar, P.E., M.S. NOA No. 16-0126.63 M(AMI DARE COUNTY ,/ Z Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing I& FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06/07196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LTB, titled "Cast -Crete 8"Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision 94 dated 04128198, sheet ].of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models; total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702#, dated 0713 019 7, signed and sealed by Christopher A. Hermon, P.E. C, CALCULATIONS 1. Calculations for Cast -Crete 8 -inch Lintels, doted 06106196, 349 pages, prepared by Craig Parrino, P, E., signed and sealed by Craig Parrino, P, E. 2. Calculations for Cast -Crete 8 -inch Lintels, dated 11/11196,- 45 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report 484-M19614 dated 02/29/96 for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58-A 66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 484-M20749 dated 04/03/96 for 45 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. LIX / azk 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 #i84 -M20749 dated 04/05/96 for 45 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03/20/95. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 401-0209.03 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. DrawingNo..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 I& LT$ titled "Cast -Crete 8" Lintel Safe Load Tables`, sheets 1 & 2 of 2, prepared by Craig Parrino, P. E., dated June 7, 1996, revision 95 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report ori flexural testingon Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Ramon, 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: L Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002, 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #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. 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 T 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. HgjWy A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8 titled "Cast -Crete 8" Lintel Fabrication Details". sheets 1 through 3 of 3, prepared by Craig.Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -.Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 02/03%2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 914-0903.02 A. DRAWINGS 1. Drativ ng 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 14.121, 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 fi-orn Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 4UeA4Makar, P.E., M.S. Product conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. 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 LISA, Inc., dated January 13, 2016 signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. Lz:= /- a' Hql5if A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2011 Approval Date: 04/28/2016 E-5 HIGH STRENGTH PRECAST AND t PRESTRESSED CONCRETE LINTELS PRESTRESSED U—LI 7/32°0 BAR STIRRUPS TYPE "8" STIRRLIPS. 8" STIRRUP DETAILS SOLE, I.A. LSIiC YO6", W Ig 17 P E cTN T L OT SPASHO Ni"I'S 14 -B" D,134 6(2 BA9 1 -7- 32 CZAR 14 -fi 4 O 3'-0" 9 15 -4' 0.140 587 11/417 BAR 1 -3S 32 OAR IS -2' 4 0 5'-2" 1 9 f7'-4 0.150 639 7,32 BAR 1 ^3 7 32 BAR 17 ^2 4 O 3 -8" 8 19-4 0.1%8 7l3 32 BAR. 1 17132 BAR 18-2" 4. O.A'-2 0 7 32 8 R 5- N A 6 757 12 BAR7/12T5 -0 BAR 21'-Y" 5 O 3'-83/4" 10W21'_4"a,194 811 7 32 BAR. 1 -S' 7/32 BAR 21'-f0"6 O 3'-f03/8'TO B 6 -0 N A 6 16'-0' 0.060 2 4 REOAR. 3'REfi 6'- 0" 'N' A 6 885 32 8AR I -3 7/72 BAR 23'-10" 6 O' 4'-! 1/8" 10 3-REBAR 9'7" 2 -0" B CB -0 R5 nA ICCCSS w- rgrcar LR.TEL REIDU CINE CAGE FABRICATION MODEL i' fA Pfau UNTaC G/7, m "A' fNART4 rttc'r s:vuVvs TTtFAt Al LNPt pgrsTRESsFp LIHIE, RINIFORCINC CASE FABRICATION LIDDFL IIS PROPRIETARY INFORMATION IS PROVIDED FOR PRODUCT APPROVAL. 11 IS PROTE ID ay COTTRIGHF LAWS AND CANNOT. BE REPRODUCED OR 01STR10VTED WITHOUT TRE PRIOR WRITTEN CONSENT OF WT -CRETE USA. IRC. J1 3L7 Y1P71R 1151RII I. REINFORCING STEEL, 7/32 BAR ASIH A5101 $3, 14, 5. HOTEL THE TOTAL NUMBER OF STIRRUPS. 8" PRECAST W/ 2" RECESS DOOR U—LINTEL DATA TABLE 90. OT SIIRRUPS - 4. THEA THE L512EL JO, LENO7HL FRI.5 YOLYNE WEIONTCLLBBSS E SNGTHPININGSi PRECAST B INCH UNTLS. 214" 4'-'4" 3'-0' 0;036 146 j] REBAR 0- O 7 32 dAd 3'-8' N' A d UHT d'-6" 1 3-4' 0.037 1 REBAA - 7 32 BAR 3-f0 N' A A rj 4-0 5- 4-4 0.047 7 32 8 R 5- N A 6 EO t 'Iq '((j 4 -4" 5-10 4 -B 0.047 1 B 5 -2 N' A 6 SEFFNER,FL 33594 s/OtJAI_ NGA4 FL. P.E. LIC. N0.44756 4 B 6 -0 N A 6 0.060 2 4 REOAR. 3'REfi 6'- 0" 'N' A 6 e'-4" 0.078 6 4 REBM1 - 3-REBAR 9'7" 2 -0" B R5 nA ICCCSS w- rgrcar LR.TEL REIDU CINE CAGE FABRICATION MODEL i' fA Pfau UNTaC G/7, m "A' fNART4 rttc'r s:vuVvs TTtFAt Al LNPt pgrsTRESsFp LIHIE, RINIFORCINC CASE FABRICATION LIDDFL IIS PROPRIETARY INFORMATION IS PROVIDED FOR PRODUCT APPROVAL. 11 IS PROTE ID ay COTTRIGHF LAWS AND CANNOT. BE REPRODUCED OR 01STR10VTED WITHOUT TRE PRIOR WRITTEN CONSENT OF WT -CRETE USA. IRC. J1 3L7 Y1P71R 1151RII I. REINFORCING STEEL, 7/32 BAR ASIH A5101 $3, 14, 5. HOTEL THE TOTAL NUMBER OF STIRRUPS. AND /6 HEN N OWE SO ASTM A615; 7/16 INCH REWIRED IS COUNTED STARIIHO FROM. EACH DIAMEIER'lTOKSI LOW-RELARATION PRESTRESSIRO ENO OF THE RERIFORCOID. CADE, FOR EYAWNE SRTANO ASTM A41L 90. OT SIIRRUPS - 4. THEA THE 2. CONCRETE STRCNOINS: Fs a 6000 PSI FOR B' REIHEORCIHO GCE MODEL SNOWS 2 STIRRUPS pRESTRESSED LINTELS; Y4 4000 PSI TOR ALL FROM EACH EMD. PRECAST B INCH UNTLS. 6: 2A POUNDS Or POLTPROPILCNE Fl6ERS PER CU.TD. OF CONCRETE NAY, OE VSED IN LICU 3. INITIAL PRESIRCSS FONCE m 0.70 x IPu. OF PRESTRESSED UNTIL. REINFORCING CAGE 4. STRIPPING 57fi NOTRI PRFSIRESSED LA"3S TO RESIST UFTINO AMO HANOLRIO FORCES. UHT o ENs • rnouucTRLsvlslsu rj 10n1I>TrI,R,1m(111r•IDFIaG Ci I1WIdinR Cede Acr_plRncc No Id-- 0 9 03 . o Z. LbgkjLW;IL)Alo -yotG EO t 'Iq '((j CRAIG PARRINO LTyfi P • 6324 CR 579 WVAa l7al duel nnC a1' 4 FS f21' \: SEFFNER,FL 33594 s/OtJAI_ NGA4 FL. P.E. LIC. N0.44756 n]}{I 7 e it7121 N1517CAST-CRETE 8" LINTEL FABRICATION DETAILS Iln[ y LX ITT1t 7C R1Jt 1[J 141„EI 1.[:11:IY.C>61tli:lalSd91fE1:P f ELFT r . IT.IMR tF 2ytsa tlIL9T616 [i i'.r SAFE GRAVITY LOADS FOR 8" PRECAST 8, PRESTRESSED U -LINTELS THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. SHEET 3 OF 3 OF SAFE LATERAL LOADS FOR B" PRECAST & PRESTRESSED U -LINTELS v1 b SAFE LOAD PLF LENGTH TYPE SU8 81`8 MUR4 V-6" (42")' PRECAST 1025 1024 1598 4'-0" (48') PRECAST 765 763 1309 4'-6" ;(54') PRECAST 592 591 1073' 5'-4" (64') PRECAST 411 411. 745 V-10"(70") PRECAST 340 339, 616 V-6" (787 PRECAST 507 721 490 7'-6" (90') PRECAST 424 534 363 9'-4" (112') PRECAST 326 512 230 10'-6-(126') PRECAST 284 401 180 11'-4' (136') PRECAST 260 452 154 12'-0"(144') PRECAST 244 402 137 13'-4"(1801 PRECAST 217 324 110 14'-0'(168') PRECAST 205 293 100 14'-8'(176') PRESTRESSED N.R. 284 91 15'-4"(184') PRESTRESSED N.R. 259 83 17'-4' (208") PRESTRESSED N.R, 194 64 19'-4"(232') PRESTRESSED N,R. 148 52 21'-4'(256')PRESTRESSED N.R. 125 42 22'-0'{264'7 PRESTRESSED N. R- 115 40 24'-0" (288') PRESTRESSED N.R. 91 33 SAFF UPI WT LOADS FOR 8" PRECAST 8, PRESTRESSED U -LINTELS Vf44.a' SAFE LOAD - POUNDS PER LINEAR FOOT TYPEE118F12-17IMS-IT12-1i BF16-tT BFZO-1T BF24-li 8F28 11 BF32-1T LENGTH 12-2T BFI6-2T 8120-2T BF24-27 BF28-2T BF32-2T 3'-6" (42") PRECAST A<IR9119/14t 655 655 4 3524 4394r5263 4394 CRAIG RARxaD, ti - REa K0, 14756 SCALE: "110SCAtE1 6132 6132 7601 7001 4'-0" (481 PRECAST Os. 3060 Ja15 51256019 303 3060. SB 15 5325 6078 4•-6" (5¢") PRECAST 040 2707 3375 4711 5379 2040 2707 3375 4711 5379 5-4' (64") PRECAST171 a 1115 2276 2276 _ 2838 28]8 3961 3961 4522 4522 5'-10"(70") PRECAST 909 029 15671,d 1557 2 2080 2593 tc 2593 3107 m 3107 3620 3620 1 4133 pj 4133 8'-6" (761 PRECAST 835 1407 a 1063p 2329t,, 279. 3251(d 3712!.) 835 1407 1868 2329 2790 3251 1 371'2 7'-6 (90'7 PRECAST 727 727 1085 1224 1624w 1624 2025 2025 2426 2428 1 2827 n 2827 3228 3228 9'-4" (112") PRECAST 591 708 n 1135 1474 1815 2157 , 2500 591 962 1318 1643 1969 2284 2619 10'-6"(726") PRECAST 530 530 575 695 1 916 1180 A 1188 u 1472 , 1161 1753 tnl IJ36 2055 2011t. 2346 11'-4" (136'7 PRECAST 474 494 504 u 607 600 10421.) 1037(. 1372 1274 1543 ol 1511 1915 ON 1753 1 2187 , 12.'-0" (144'7 PRECAST 470 p 470 458 n 550 724. n 940 , 938 1. 1302 , 1$53(.4 1560-101 1369wA n 1565. , 2075 13'-4"(160") PRECAST 418 386 u 607 785 019641143 , 1321 1 425 - 460 780 oll 1159 1416 wl i6530CI 1887 01 14'-0" (1681 PRECAST 384 ' 410 358 ' 425 560ml 717 t,11 724 w 1063 889 u 1358ml 10541.11 1582 1220 ix 1807 pi 14'-8" (176") PRESTRESSED 239 246 54 t.,l 395 570 t4 863 872 aA 980 825 wl 1103 n 978 Wd 1518 1131 1734 i 15'-4"(184") PRESTRESSED 134 230 313 168 486 616 627 908 769 1240 911 91054 1460 1668 17'-4"(208') PRESTRESSEDlel392 1 263nj 306 j 506 fj 740 (,A W051,41 756 iml 12711,tl 873 , 1473 t,.l 19'-4' (2321 PRESTRESSED 162 229 , 348 447 547 647 iml 741 tm 166 1 253 429 fj 623 1,,)l 941 t.11 1059 122718 21'-4' (256') PRESTRESSED 142 294. 307 393 (,A 480 odl 568 1,4 655 n 142. 232 1 373 Pi 537 114 721 a 905 1048 22'-0- (2641 PRESTRESSED 137 197 - 295 379 462 546 , 630 137 223 1 358 5131,11 6981, 263A 999. 24'-D' (288') PRESTRESSED 124 124 170 pd 202 267 319Ml 342. pol 455 (.j 416 int 606 492 (in 757 t,4 567 676 Ty SEE GENERA. NOTE 140. 18 ON SHEET 3 OF 3. PRODUCTRENlFED u complying wiU, the FlutidaABuildingCod. caPl6n«Nor3DiYionDadZ By /7 Mim,iD .duct Ccq mi Naug U.fAE U) C IESIS ARE PERCENT REDUCTIONS FOR GRADE 40 GENERAL NOTE NO, 4 ON SHEET 3 OF 3. EN Pl40DIlyin ilhil. G •'//, " j'J`/ 1-n,plying wi0,11w IR6NdarD0di,g Co,1e y11 • C Ar«plamc No 1 , p ZBEmltcnDatae TECryTF CRARiPARRINO Zolb 6324 CR 579 ave f SEFFNER, FL 33584 SSTni n FC P FLP.E.LIC.NO.44756 A<IR9119/14t CAST -CRETE 8" LINTEL FABRICATION DETAILS OR51IB14 ORA98 8T: CRAIG RARxaD, ti - REa K0, 14756 SCALE: "110SCAtE100/07%96 [8EC1f[D YY:- CRAIG PAJ61R0, P.C. - .RCD, A0. 44756 DRAWN Na FOR SUM 2 Of J SAFE GRAVITY LOADS FOR 8" PRECAST w12" RECESS DOOR U -LINTELS THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE. Io, 4 GENERAL NOTES 1) u tenob. re 8' p,.-1 laid - 4000 pel 1'. p-treed hal 1 = 6000. psi Y soul - 7000 par xl h mmdmam 3/0 arch aggrryoln. ler Dory is ICIIU) Per ASU: L90 TW rnudrtwm MI mm A a slrenOWA 1900 piLarper60AASIS ,ode EO pram., per attend per ASTM A416 Crede 270 lox rt6solwnmorbrperFST" 0270 Typ M o S 2) RI sale bad lobles basedse minim 4 bxh ngrind bt4lT. Flufdt4DID .4,.dpd. syy 2oZ pll beo'ng87e0,gIA oBR ; s Urn be 6 1/2 i % 3) P-Sto fug mala, bad and Md Joints. 4) The numlaa In par dhmia indicates the pereant rdscUon for glade 40 6s1d tided / bar. f19mD1s; 76 Unit] BFduCYgn 4' 64732- 18 Sole Ay load - $472 Oa) x/ 1S% e2 (.85) 5501 pit 5) AS WWI, meet a u dY36D defkc0on E—U., Pwetrus Enle e BFB 17'- 4" and Wrga menti or —4, L/1 typddkcUon. Use is Ewald to oendIV s -.11IN We Florida Bu3d'ng Cde Sea6def 1604-,1 . apoicoble 6) Share 68ed IBdels a required 7) One 17 rebar troy be setsSlulnd lar Ixo {5-ribas 8) ms1a911ien/oliceli A of Enid muss c-pbr n:. We orahileetard end/ot druelurel ducumenl4. 9) 7. designs, rely, esotuele ...*.led We from the rata Wood I.Nes by woung We moimwm resisting rnament'oad al- of d -any Irvin. We Jose nr ,appal, 10) N.R. - Nal Bold 11) Beltran If414 elide rebs, is be W,.tA d We bsltom d It. Fndd welly. 4 SEE GENERAL NOTE 18 12) Unlek are menufaelarad xi9( 6-1/2' lang. riltdas of ties ands 10 assamndate rerlicalca eelnfard g and greab g 13) The seluiar Lrid d Int le in lobed In cisdar-ceoeate ..!ath( eU shot! heGagofitoppU,d _in dons Ah.AST11 C-926 o approved oo.Wq. 14) Unlade loaded srmdtaeomfir Ah vedkel fgronTr of ipNQ and hodrulml -(ta".9.) Laad sho dd be dueled Tor' the c..b;.. l 9 dl it. 1.11.49 squat arc Appfed. vadicd led App6saidhan'tal lad Safe vertteal load i.. Sala W,ortal Wood S I.0 15) For cpmposile ]Intel he*la not sham, tine safe load [ram nut least 119111 sham. 161 For Sales lengths not sheen, m, sate load loom out bogut 1en91h show 17) S f bade ars sup drapased a6 aha bads. IB) Sole bod4 basad oa l4rad drake croly, per ACT SM od ACI 318 10) Addfawl lelenal load capodt/, b bl. near 6y IN 4ce;jrer by pmdGn9.addlanol esdo:ced concrete anawy wits (11:710) "a IM Enid. ec Wlch belan: SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U -LINTELS 4 ssxr van 7771p ; F'.-ISODpsi BRF10-1T 8RF14-IT 8RF18-11 6922-11 8RF26-lTIW3f1-II SEE SAFE LAIERL LOAD 8RF6-2T 8111710-2T W14-21 6111718-21 8RF22-21-2T 8RFM-21 h'-4". (52`) PRECAST TABLES FOR LOM PAIINO 1666 2362 FOR EACH ADORORAL 3751 4445 REINFORCED CMU-(RC14U) 905 FULL COURSE ' 2362 3055 3751 1/2- CLR TYp 2) 1 857 1604 or SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U -LINTELS 4 ssxr van SAFE LOAD - POUNDS PER LINEAR FOOT TYPE 8RF8-1T BRF10-1T 8RF14-IT 8RF18-11 6922-11 8RF26-lTIW3f1-II LENGTH 8RF6-2T 8111710-2T W14-21 6111718-21 8RF22-21-2T 8RFM-21 h'-4". (52`) PRECAST 905 1666 2362 3056 3751 4445 5140 905 1666 2362 3055 3751 4445 5140 h'-6" (54") PRECAST 857 1604 2272 2939 3607 4275 4947 MES) 857 1604 2272 2939 3607 4275 4943 5'-8" (68") PRECAST 675 1269 w 1797 23261, 2854 3382 3911 675 1269 1797 2326 2854 3782 3911 5'-10'(70") PRECAST 855 1207 17480, 2259 f0 2773 3206 O1 2799 t9 MS 1233 1745 2259 2773 3280 2799 6'-8" (BO") PRECAST 570 929DJ, 1530 a 198 0 : 2429f, 2879j, 3329(, 570. 1000 1530 1980 2429 2879 3329 T-6" (90") PRECAST 506 7421;1. 1764 n 1765 2166 n 2567 2968(: 506 896 1364 1765 2166 2567 2968 9'-8" (116') PRECAST 395 8s8 , sear 1222(, 1540 1059p 2180(a 395 560 1072 1386 1701 2016 2331 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE. 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION Wee.. (1) REVD 81712 aF16 F - FltIED WITH CROU1 lflY f U . UhiItAED REW TFBOTTOMOFFLOLL CAMITY 8F16-1 B/IT NOs4Wl. 1RDIN- LaMMY of I5 HOMM HEIGHT FEW AT TOP IS Kw AT TOP se se esse 0 i i We i i We ii son PRODIICTRBNEWED em a0(:plying ev{:h the Flofift 13ar1ding Code _ EN U .71C. OFIrC C- CRAIG PARRINO M24 CR 579 SEF NER.FL 33584 PRODUCT IUjVtSOD m cornplyme WIN, the lyoridnDorldBCods Acoeplan N. J_4. arpindM Dole 11_ftp'Z MlJy7 i rd riYtiel n1rn y`"". CP RECESS ° T10 HIiC CAST—CRETE 8" LINTEL FABRICATION DETAILSMOMr r _ e}a^L- 'ors ." L. '_• FRE ME: 08 EN 14 OPM BY; CUO PA86WD. P.F. -REG X0, 44756 SCALD NOT 10 SCA" NGF' -mi ' i"T DATE. O6 J7 9i CHECKED 81:. LRUO PA9kA'P, P.F. -REO. XD. 44136 DPAW1HD lla. f06 SRLET 3 Of 1 Wee.. (1) REVD 1-1/2' CLEAR C.H.U. CROUP S REBI.R AT 801101 OF L90E1. CAM 8DTTOSt RMI'MCIh'0 7-5/8' AMA PROwO£0 LN UNICL 8' eIOWNAE, WON MES) U .71C. OFIrC C- CRAIG PARRINO M24 CR 579 SEF NER.FL 33584 PRODUCT IUjVtSOD m cornplyme WIN, the lyoridnDorldBCods Acoeplan N. J_4. arpindM Dole 11_ftp'Z MlJy7 i rd riYtiel n1rn y`"". CP RECESS ° T10 HIiC CAST—CRETE 8" LINTEL FABRICATION DETAILSMOMr r _ e}a^L- 'ors ." L. '_• FRE ME: 08 EN 14 OPM BY; CUO PA86WD. P.F. -REG X0, 44756 SCALD NOT 10 SCA" NGF' -mi ' i"T DATE. O6 J7 9i CHECKED 81:. LRUO PA9kA'P, P.F. -REO. XD. 44136 DPAW1HD lla. f06 SRLET 3 Of 1 M IAM (•DADE DIIANIJ-DADE COUNTY e PRODUCT CONTROL SECTION DEPARTi1•IENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADNIINISTRATION DIVISION Miami, Florida 33175-2474 T(786)315-2590 F(786)3t5-2599 NOTICE OF ACCEPTANCE (NOA) wwiv.m!amid ade,gov/ceonomy 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 accepter! by Miami -Dade County RER Product Control Section to be used in Miami,Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 4'1,611 & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this N.OA 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 Mialni-Dade County, Florida, and followed -by the expiration date may be displayed in advertising literature.. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA 4 13-0321.07 and consists of this page 1, evidence submitted pages E-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S. NOA No. 14-0903.03 MIAMI-DADE COUNTYc--- ` /,`is,: $t'^ f • r Expiration Date: 09/I1/2018 z; rf I Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-060.5.04 A. DRAWINGS 1. Drawing ATo. FD4612, tilled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and D•alving No. LT4612, rifled Cast -Crete 4 ", 6" R 12 " Lintel Safe Load Tables streets 1 through 3 ol'3, prepared bY Craig Parrino, P.E., dated Rlarch 24, 2003, last revision #1 dated April 28, 2003 both drawings signed and sealed by Craig Parrino, P.E. B, TESTS 1. Test report on flexural testing on 4 ", 6" ce 12 " Precast Concrete Lintels Filled and Unfilled 116dels, total of (13) concrete lintel specimens, per,4S'Tiil E-529-94, prepared by Applied Research Laboratories, Report No. 304044, dated 04110103, signed and sealed by Christopher A. Namon, P. E. C. CALCULATIONS 1. Calculations,for Cast -Crete Lintels, dated 05129103, 207 pages, prepared b>> Craig Porrino. P.E., signed and sealed by Craig Porrino, P.E. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepm-ed by Craig Parrino, P.E., signed'and sealed by Craig Porrino, P.R D. MATERIAL CERTIFICATION: 1. Qualinv Sy teni Hanaal for Cast -Crete Alachirie Hade Precast Lintels revised on hlity 1, 2002, 2. Cast -Crete Qualihr System itlanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated 11larch 24, 2003 and Craning No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared b), CraigParriiro, P.E., dated it/arch 24, 2003, last revision dated iblcri•ch 11, 2048. B. 'PESTS 1. 1Vore. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. Bp Hiami-Deice County Building Code Compliance Office. E. VIATERiAL CERTIFICATIONS 1. None. ; r f Helfiiy A. Malar, P.E, M.S. Product Control Uuit Supervisor NOA No. 14-0903.03 Expiration Date.: 09/11/2018 Approval Date: 10/0912014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL €# 12-0209.12 A. DRAWINGS 1, Drawing Mo. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated kfarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables ", sheets I through 3 o/'3, Prepared by Craig Parrino, P.E., dated kfarch 24, 2003, last revision dated allarch 11, 2008, all signed and sealed by Craig Parrino, P. F., on 11arch 22, 2012. B. TES'T'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE t. By rl'liami-Dade County Department of Permitting, Environment, and Regulatory,4f/airs. E. MATERIAL CERTIFICATIONS 1. None, F. OTHER 1. Letter from Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P,E,, certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBibI1TTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TES'T'S 1. None. C. CALCULATIONS 1, Axone, D. QUALITY ASSURANCE 1. By Aliami-Dade Coanrtj, Department of Regulatory and Economic Resaurces (RER). E. MATERIAL CERTIFICATIONS 1. None. Kenny A. Makar, P.E., NLS. Product Control Unit Supervisor NOA No, 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Clete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing 1Vo. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, P. E., dated A'Iarch 24 2003 and Drawing No. LT,1612, titled "Cast -Crete 4", 6" & 12" Lintel Sgfe toad Tables'; sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., elated March 24, 2003, last revision dated .lime 12, 2014, all signed and sealed by Craig Par•r•ino, P.E., on August 19, 2014. B. TESTS 1. luone. C. CALCULATIONS 1. Calctrlatiorrs for Cast -.Crete Lintels•, dated 08/19/2014, pages 14.201 through 11.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Par•rino, P.E. D. QUALITY ASSURANCE 1. By Alian -Dade County Department ojRegrrlatory and Economic Resources (RF,R). E. MATERIAL CERTIFICATIONS 1, None. F. OTHER 1. Letter,fr•orn Cast -Crete USA, Inc., dated ffugust 19, 2014, signed and sealed by Craig Parrino, P.E., certifi,ing compliance with the Florida Building Code, 2014 Edition. He14rj atcar,l'.E., tYl.S. Product Coutrol Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-3 TYPE „A" TYPE STIRRUPS sTlaauPs PS siti' R® HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS B' TOP TYPICAL STEP LENGTH S" "C" SPACI J."C" SPAClNCL 5" L 4"L 4 BOTTOM STEEL LENGTH 6" & 12" PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL t2 RECAST U -LINTEL 12• PRECAST r/ 2" RfCE58 ODOR U-IINTEL 5_rRECA.T 1_LINTEI A• SOHO LINTEL 3 5 a• 11 8 4 11. Sfi• 11 S/e• 3 a 1 2 5'1T2` tl 3/4W i 1 6 114* f fa13/4- 1 mx2uK y - irt Eai 3n D K e(a. Dum 7/12•/ 4 - RRUP9 x/4Ti'A 3A'4 w vwer4 TJK•/ m K KMCON.LN K RoOOA40 i 11 4[M ONi1LO1 N K J vm` 1 SR¢ V 4GNEODIAO fl x• n J 1!• NOTg1 v EvrE -e• rnRRurS 4N m 7 Ri1in A ' N la e 1 C 7/IB 7/f6 e 3 4• 7 16 EfAitc 4_5-OG ID LINTEL i/ 3//a• 1 4 E" PRECA_ ST U-L 1T' PRECS__ -I INTEL 12" PRECAST wl 2• RECESS. U-11HTEL 4" SOLID LINTEL DATA TABLE 12" PRECAST U -LINTEL DATA TABLE iIOT rROPRICTART IOfOPW.iION 15 rROVIDCO EOR PRODUCE AIPROVAL n IS 7ROTEnED BE CDrYRIGM LAWS AND CANIOT BE RURODUCED OR OITTRIBOE0 1L1 [L IENGiN LENOlH S' -a' 2) /3 REBAR Y-5• 4•-D• 2 i A S•-1 I• 4'-a• A 4-1 z 5-B 2 1 R[BAR a' -a• 7'-e" 2 7 -S• 9- 10'-5 ; B 10 -5• 6" PRECAST U -LINTEL DATA TABLE L VOLL,,VYE IEHf A wrtDN SRR 0 0 O NO. 07 1 CT 03 T'[r LCNGM E ! i v 1Nen 3'-6 0.026 104 3 RCBAR. 3•-10• 7/32 MR 3•-2• N A A. 4 O.o30 t l9 8 4 -{ 7 2 B.RA 3 -a• N A 4 4'-C 0.073 R 3 [LOAB 4-t 9• 7 12 COR A' -%'N A 4 9.043 17s / R - A 6' A.wa 19 /` R 9M •- - N A a7'-6• .055 22 - W-4- 0.069 77 D a JI / AR '_ '- - • a s3 '- •• /1 '- - • a 0.047 ]54 - '- • 3 RE '_ _ a 395 I f }•- N RERAR •- _ a 41 4- 514 /s NFHM I7 -s 1 -o• 4-o n uMl['y VO Y[ f li A BOO.. -11 8 10 ECL Nc 312E I: 7 IENOTH TYPE L NOM kJ' -a• 0.037 f6S 5 REaAe 3'-10• 7 12 BAA 3-2• N/A 5 4 4'-0- 0.043 11. /5 M 4 -4 7 32 BAR 3 -a 11 A 4 4 - .0+ 19 REAM - N A s -ID• o.oa3 /s. REBAR s-:. 7/32s -e N A { a'-4• 0.070 0 6 -19 7 12 BAR -2 N A 4 7'-a• .9.04 / BA! 7 -10 7 12 BAR 7 -1 1-0 6 9'-/ 0.1111 40 ! -a 9-0• 2-0 t 0 41B S A DM l0 -10 / R 10'-2- 2 -0 a 11•-4" o.122 R[ A 11 -e 11•-0 3 -0 a 20 /3 RL AR 12-t ! REBa 5t -4 3--D W-4' D I / BAR 13-a 3 REeAR 13'-0• 4'-O a rT,-O ro.lm-Fir-s REeAR a-+ /?EEA4 u e +- e 1)-/. O.Ie /S PF. 1 Ea -4• O.IDa Gar- /5 R BAR 1 -a I 19-0 S-0 a 12" PRECAST W/ 2" RECESS DOOR U -LINTEL DATA TABLE lLNO7N IF VO YE 1i NOO NO. 0 1M 4'-4" J-0 0.047WHOAR712 BAR /'-0" N A / 0 4•-a• } _4 0.047 2 BAR 4'-2• N A 4 A s -to 4-e 9:bw -a -H w 4 O.t27 e• -o• s• -a• e-4• o.ma s R ...v._4. n' -o• a YOlI40BT TNF PAID% WAMEN CONSENT CART-cR[7E UTA, 010. GENERAL NOTES: 1. B[WYOPCINO 93[[4 ]/JI BAR =A At101 /3. /4, AND /! "BAR A sT.MW 41AEIIOIN: a .0 12 W. UNTM . xvOD KI ROE EO ASM A41J S MOM. M[ iOEAL NOYSG of aBRRUKB[QDI0.CD ARE COYYI[D SEIRRIp R. coxca[IE SIIIpOEVIL 1'. " 9000 PL EO% ALL i 11KN AN9 11 WCM CROP EACH CAO OF THE RONTORCINO GGE: EOR CRAYII! - N. Of PIIECASi YNI[l3; E4 • SODO 351 Y04 + YKH 1011L15 SHRRun . 4. Y ENC NWF*MW OM fAGr4noR 100DEL twos 1- w7LOL V EL bN.LLL K Ulf BAZR ONE INCH TO BE O.MK VAN ENO 2 .HARM ERDLL EACH ENO. ON RANO 11 ItlCil NNEELS MG 41AI711N0 7ROY TORY. YAL\!_ PA 7j311a_ i>` VV• C)\'J' CEN •• s yj((1t1lJC"C 1:i:VlSRI.I C / D9m.DPlnol n,lfw "B A. • • O • Y 4tcC<Pts ` T{ • n:,. c M ' . i^•-f•• U01OF/ ../I / 1 /- eo.oa1 Q I / / CRAIG PARRINOl C[Ii Y r. u-o• C' •.A lA / P. CC/• BI11 palcgr..AuEI '!' 0.094 r'. 1•' 6324 GR 579 , . 0.10 O/IS,Q,A'N4vR. FLEP.E.LIC. 0FFNER. FL 34574 I By I REYIS108 a1gMBER OF OOCC""//// wpn• '•u,. yam; RI1F PRECAST AND PRESTRESSED LINTEL DETAILS IRL HUIC OBSBB4-14 ORAWN BY: WHUI ARHAUD SCAIF: AS SNBAN DAIC: 3/2{/43 CN[LKEO 8i: CRA6 rA2AN0, P1. ORAMING f0[Elt SHEE1: I OF 1 GENERAL NOTES 1) Aloledolsi rt 4' a t Fmtel 3000 psi t'c ro8'&12 pp L6tl WM psi You 30W P? Ih la.s u 3//8 ch. ggre9olo: wncmlo rtesonry nt (CNU) ppee ' . xOr ";T neCrwcomme"R" "IV'e Psi r4.p,,ASTArade 60moap0lC210type 'N or S 2) Art safe bad tables eesed on mivmum 4 inch nominal bearug. 17—ply; Safe hada for I"mkl tlyylep -6U8. 1208 sand 12RU6 muss be r,d.,d by 2U2 9 baorlog length us less than 6 1/2 inches. 3) Provide full mortar bed and head joints. 4) The number in, parenthesis Indicates thepercent reduction fa grade 40 Field added rebel. Esamole:; 17'-4' Untel 12F24-26 safe yy atijload; 1428(;.) e/ 142 raduc0on 8 1428 (.86) 228 pif 5) All iNlds meat or eweedV360 deflation. Fxrmllon:. tinfel types EF8 & 12F8 17'-4' & anger eels or _.d L/180 defled'mn, Use Le limited to conditions .,,lislyg the Floddo Bvftftg Code Section 1604.3.1 m appficoble: 6) Shore filled lintels as equ¢ed. 7) 4' solid hate. to be imtalyd x/ 4' dimension hodzantul and 8' dlmeasiah ve'ui.. 8) Inslallol'ron/atbahmenl of Bald most campy with the orehitc4urai and/or olnrcWral documents. 9) The designer -may rraiaa(e co .4o ed lands from the safe load tables M wkv16" It. me.;—. resisting .omen; and sbcor at. d–oxcy (,a. the face of support 10) ILR. Not Rated 11) Bottom rield added rebor to be lasted at the bottom of the lintel eavlly. TYPE' DFSIGNATQ r. rrum e:m owvr7 u - swum IF DIIdr1VrsnOF GVR" fS rAeNr 4 12121F16-213/2THaut.mj J Lalarm,w Es Mavrtssotataott w tom 789 Js stat u tm tet (z) aauao rw tD• tnmss 460 I) eepLLHD 0.R 6' {ki1315 360 7'—'0- (90-) PRECAST 260 W-4- (1121 PRECAST 156 10'-6-(126-) PRECAST 116 118 7'-6- (901 PRECAST Al tr tY 87 nm11mmmf' 1NIwfleKww 12• NOMINAL WIDTH 12) 6' & 12' Untel, are rxond.dured rilh 5-1/2' long oakhoa lel the ends to ae—dete —f—I cd relnbrung and grouting. 13) The exlsnor aurfoc of Fntels installed in extendcantle- masonry waUs sholl have a cooUIng stcua-appl d n. rdm lh ASIN 926or other approved cooling. 14) Lhda's loaded simull"ca y wltl ru&o1 (gravis or uCLlt) an4 horixantol (lolerol) loads should be checked for the wnibine Ica rag with the follovdng egwlrore' Applied vertical lead Applied horizonlol loot Sofa venial load + Sete hadmnlal load S IA 15) For composite WO heights at showk use safe bad hom next 1- height sham 16) Far lintel lengths not sihown,'use safe load from n A longest length sh., V) We Iwds aro auperlmpased. allocable 1.4. 18) Safe loads based on rutional Euign analysis per Ale 530 and ACI 318. 19) Additional lolerol load capacity can be obtained byp Iha dei mer by pr.ld'ng Will ... I mirdomed c.soM.: moaanry units (RCIAU) above Ue Wet. See sketch W- 1/2' ClR 4S8 MEMBER OF SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED CMU (RCMU) FULL .COURSE. 5 REBAR FOR G' UNTELS 15 REBAR FOR 12' LINTELS 0 or GR60 i SAFE LOADS FOR 4" SOLID LINTELS CAT>M1 RQS'® GRAVITY TYPE LENGTH 4S8 3'-6- (42') PRECAST 1180 4'-0" (481 PRECAST 959 4'-6- (54') PRECAST 789 5'-10-(70-) PRECAST 460 6'-6- (781 PRECAST 360 7'—'0- (90-) PRECAST 260 W-4- (1121 PRECAST 156 10'-6-(126-) PRECAST 116 12U6 4— 4— UPLIFT LATERAL TYPE LENGTH 4S8 4S8 3'-6- (42') PRECAST 687 371 4'-0- (48-) PRECAST 597 320 4'-6" (541 PRECAST 529 258 5'-10-(701 PRECAST 407 148 6'-6" (78n) PRECAST 366 118 7'-6- (901 PRECAST 280 87 9'-4- (112-) PRECAST 187 55 10'-6" (126") PRECAST 152 43 12F8 12F12 12F16 12F24 th7T)lS— CRAIG ,. FtasfdoPITX PARR)NO aCO Pbnr Nto /ll•. T4pZ 4f! Es lml nuuca "7' 4' 6324 CR 579 3 yd 6F20AL .? FL_ PSE UG FL 044r766 1 FE—../ 1 11 al' dun coLitratf TITLE'. CAST —CRETE 4", 6" & 1210. LINTEL SAFE LOAD TABLES rNE NAME: OBSO65–I/ 1 02" By. JOYAN ARNAUD SCAIL• N.I.S. DATE! 3/21/0.1 OHECKEO BY: CIUJC PA981N0, P.E. – REO. R0. 44156 DWIN0: N0. LI/612 SNFET I OE 3 SAFE GRAVITY LOADS FOR 6" PRECAST U -LINTELS 410-m-4- Cie hSAFELOADPOUNDSPERLINEARFOOT LENGTH TYPE 6118 6F8 -1B 61`12-18 61`16-1B 61`20-18 6F24-18 6F28-18 61`32-18 S-6' (42') PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (48') PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6" (54') PRECAST 1654 1887 3633 5050 6148 7227 8297 9357 5'-10"(70') PRECAST 1067 1260 2198 3557 5734 7227 8297 8225 6'-6" (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 7'-8' (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 T-4" (112") PRECAST 584 660 1056 1523 2084 2795 3731 5017 10'-6"(126") PRECAST 503 565 895 1270 1706 2236 2898 3747 I1'-4'(136') PRECAST 457 513 805 1133 1507 1952 2492 3163 12'-0'(144') PRECAST 425 477 744 1042 1377 1769 2238 2808 13'-4'(160') PRECAST 373 417 646 895 1170 1485 1852 2285 14'-0'(166') PRECAST 351 392 605 835 1087 1373 1703 2087 17'-4"(208') PRECAST N.R. 299 455 620 1 794 985 1198 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 FOR 6" PRECAST U•LINTELS Cie h SAFE LOAD TYPE LENGTH PLF 6U8 6FE1 RCMU 3'-6' (42") PRECAST 587 1055 596 4'-0' (48') PRECAST 487 787 445 4'-6' (54") PRECAST 416 609 344 5'-10'(70') PRECAST 300 350 198 6'-6' (78') PRECAST 263 496 157 7'-6' (90') PRECAST 222 367 116 9'-4' (112') PRECAST 173 352 74 10'-6'(126') PRECAST 151 276 58 11'-4'(136') PRECAST 139 311 49 12'-0-(144') PRECAST 131 277 44 13'-4' (160') PRECAST 117 223 35 14'-0-(168'.) PRECAST 111 202 32 17'-4'(208') PRESTRESSED 1 N',R. 130 1 21 SEE GENERAL NOTE 18 SAFE UPLIFT LOADS FOR 6" PRECAST U -LINTELS 4- 4_" SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH TYPE 6F8 -II 6F12-17 6F16-17 6F20-17 6F24 -IT 61`28-tT 6F32 -1T 3'-6" (42') PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48') PRECAST 1225 1800 2357 2913 3470 4027 4563 4'-6" (54') PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10"(70') PRECAST B31 1222 1600 1979 2357 2736 3114 6'-6' (78') PRECAST 723 1097 1437 (1)1777 2117 2457 2797 7'-6- (90') PRECAST 648 863031D41249 1544 1840 pl W 2135 2431W 1 9'--4' (112") PRECAST 575 571 Da 9801 1252 1492 17321 1972 10'-6'(126) PRECAST 514 462nn t: 787 1121lu 1336 1551t.:1766 11'-4-(136') PRECAST 474 404DI) 685 985 12131 1442 1645 12'-0-(144')PRECAST 454 367(,)) 619 888 1093 1299u 1506 13'-4'(160') PRECAST 402 306 II 516 736 906 1076 ll 1247 14'-0"(168') PRECAST 368 2851 475 677 832 989 w 1145 17'-4'(208') PRECAST 253 208 338 475 585 693 803 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 IAIG PARRINO M4 CR 579 FNFR,FL 33584 PL. P.E. WG Nn eeTc E420DUCE R3;yly.D ummply 8 Wilh Ili, FloridaCode Ai zois cmnmt J t CVI510N A - '3 M MBER OF t 1-CAST—CRETE 4, 6" & 12" LINTEL SAFE LOAD TABLESINH1 X } C G REVISION 6 19 14 m' _ FBF NAME. D63U66-1A _ DRAWN N!: 10l4N ARNAUD SCAIE: N.1:1wIDA3L• 5/11/03 [NECKED BY:. CIIAIC PAIIRINO, P.C. -AEG. NO. 44756 1 DRAWING: ND, E14612 S. 2 J, SAFE GRAVITY LOADS FOR 12" PRECAST U -LINTELS SAFE LATERAL LOADS FOR 12" PRFT:AST 11.1 IN7FT C SAFE UPLIFT LOADS FOR 12" PRECAST 11.1 INTFI S 4aaT4s0i7Y SAFE LOAD PLFSAFELOAD - POUNDS PER LINEAR FOOT L ENGTH TYPE 12U8 12FO-28' 12F12-28 12F16-28 12F20-28 12F24-28 12F28-26 12F32-28 3'-6" (421 PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0" (48') PRECAST 2923 4232 5838 7619 9352 11060 12755 14438 4'-6" (54') PRECAST 2396, 3464 5304 7619 9352 11060 12755 14438 5'-10"(70') PRECAST 1612 2320 3248 5234 8487 11060 12755 14431„ 6'-6" (78') PRECAST 1383 1986 2679 4196 6421 10032 12755 1443§., 7'-6' (90' PRECAST 1136 1628 2131 3218 4676 6756 9763 1352) 9'-4" (112") PRECAST 795 1216 1535 223D 3083 4167 5593 7552, 10'-6"(126') PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4"(136") PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0"(144") PRECAST 456 878 1073 1513 2020 2617 3333 4206 13'-4"(160")PRECAST 366, 359 767 , 926 1294 1709 2188, 1 2743 3409( 14'-0"(168") PRECAST 321 7206, 865 1204 1584 2017 2451 3'o" 17'-4"(208") PRECAST N.R. 451, 631, 661 „ 1141„1428„ 1750„ 2102 19'-4"(232") PRECAST N.R. 343., 477 „ 700 „ 925 „ 1152,n 1380 1609 Com/ SAFE LOAD PLF LENGTH TYPE 12UB 12FB RCMU Y-6" (42') PRECAST 1295 4841 393 .1, 4"-0" (48") PRECAST 1295 4841 299 4'-6- (54") PRECAST 1049 3922 2417, 5'-10'(70') PRECAST 681 2547 155 6'-6" (78") PRECAST 579 2167 1234(,4 T-6" (90") PRECAST 1474 1771 914(* 9'-4" (112') PRECAST 355 1326 580„1 10'-6'(126') PRECAST 306 1143 454,0 11'-4' (136") PRECAST 278 1041 388, 12'-0"(144-) PRECAST 260 971 1 345,0 13.'-4'(160') PRECAST 229 857 278 14'-D"(168') PRECAST 216 809 251, 17'-4' (206') PRESTRESSED N.R. 633 162R0 19'-4'(232") PRESTRESSED N.R. 534 130- 1) IKE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR ][C I LNCI NUIG 10 CRADE 40 -nELD ADDED RM. -SEE CENERAL NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U -LINTELS AFATRA `OAMFORrLRSII.1 INTFI S 4-7-44"" SAFE LOAD PLFSAFELOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU6 1296-28 12RF70- IN14-2e129F16- lffn-2E 12U26 -2E I2RF30- 4'-4- (52') PRECAST 2538 2942 5468 7584 9640 11669 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-8" (68') PRECAST 1347 1841 3555 6395 9640 11669 13679 15679 5'-10"(70') PRECAST 1259 1758 3361 5954 9358 11669 13679 15679 6'-8" (80-) PRECAST 924 1430 2633 4415 6884 1035„ 1257„ 1480q 7'-6" (90") PRECAST 703 1203 2157 3494 5259 7922,1, 9623, 1132q,a 9'-8" (116') PRECAST 389 843 1451, 2157 3203 4427h 5417( 63800 f) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRACE 40. Fal) ADDED REBAFL SEE GENERAL NOTE N0: 4 14-4- SAFE LOAD PLF LENGTH TYPE 12RU612RF6 RCMU 4'-4- (527 PRECAST 1295 3692 2581,n 4'-6", (54") PRECAST 1213 3458 2417„T 5'-8' (681 PRECAST 784 2236 1650R4 5'-10'(70') PRECAST 747 2129 1552„1 6'-8" (801 PRECAST 602 1716 1170„ 7'-6" (90') PRECAST 504 1438 914,, 9'-8" (116') PRECAST 355 1011 45p9 14-4- SAFE LOAD POUNDS PER LINEAR FOOT LENGTH TYPE 12F8-21 12F12 -2I 12FI6-2T 12F20-21 12F24 -1T 12F28 -2T 12F32 -2T 3-6" (42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0- (48') PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6' (547) PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(70') PRECAST 1623 2527 3310 4092 4875 5658 6441 6'-6' (78') PRECAST 1444 2269, 2972 3675 1 4378 5081 5784 7'-6' (90') PRECAST 1267, 1767, 2583r259D,Q 36061,1 4477, 5028 9'-4' (112") PRECAST 10281, 1171 2006 3087 3583 4079 10'-6"(126' PRECAST 920E 16122764 32091„ 3653,,, 11'-4-(136')PRECAST 858 A 829, 14042441L. 29020 336412'-0-(144') PRECAST 81A 753 „1 1269 2201 2616 30321 13'-4"(160') PRECAST 678 633„1 1057 1826 , 2169, 2513( 14'-0-(166') PRECAST 622, 5861 974 1365(„ 1679,, 1993„ 2309 17'-4"(208') PRECAST 434 p, 427 a 695 964 1182„ 1402, 1623 19'-4"(232')PRECAST 366, 370p, 593 817a 1002p; 1187 1372, 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FELD ADDED REBAR SEE. GENERAL NOTE N4 4. SAFE UPLIFT LOADS FOR 12" PRECAST w! 2" RECESS DOOR U.1 INTFI A SEE M RAL ENs 447 Yc 9 T E I ItMM-&M SAFE LOAD "POUNDS PER LINEAR FOOT LENGTH TYPE 12RT6-2T 12RFIO-2112RF14-2112RF18-2 12RF22-2 12RF26-21121x36-2 4'-4- (52') PRECAST 1626 2685 3746 4806 5867 6928 7989 4'-6-. (54') .PRECAST 1558 2582 3602 4523 5643 6664 7684 5'-8" (68") PRECAST 1210 2042 2850 3658 4466 5273 6081 5'-10"(70") PRECAST 1173 1984 2769 3553 4338 5123 5908 6'-8' (80') PRECAST 10201 1538, 2426 3114 3802 4489 5177 T-fi° (90) PRECAST 904, 1226, 2163"' 2776,ml 3390 4003 4617, i9;8` (116") PRECAST 703p 771 W 1472R4 21 81j2663, 3145„ 3628, MOLES IN PARENDIESIS ARE PERCENT REDUCTIONS FOR 40 FIELD : ADDED REBAR. SEE GENERAL NOTE NO. 4 PRODuc-r lumsm axnytying wi111 aw PI"dFa 94 ildi"s cw, Aaw,xmtM \'o .i;-_ CST 0 7.03 e,(•'C ( tcJP !• CRAIG PARPoNO Minya ,,1.=•!$ 6.324 CR 579 D?•.`• ( t=rf ,./J B4u,ni Dalc Ey.3u (`qLr1 . SEfFT1ER,.1;13369y 1 -,ij SEE GENERAL NOTES - SHEET 1 OF 3 AA44, NAu,44'` FL. P.E.Tli(CjN0.414756 MEMBER OF 1D -CAST -CRETE 4, 6" & 12" LINTEL SAFE LOAD TABLES f n16 1M91. OBsue7-I4 1 DRAWN BY: JOUR ARWO scALE: x.r.s. REG. MO. "7561 DRAWING: NO, LT4412 SKEET 3 OF J MiAWDADE MIAMI-DADE COUNTY a PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 248 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) tivww.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AIIJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the ABJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance 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 HutTicane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel- Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur 'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall. automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H lmy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMFt)ADECOUNTY Expiration Date: 05/21/2017 Approval Date: 04128/2016 4/2$ZoJb Pagel Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 996-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino; P.E., dated 06107/96, revision 41 dated 11/08196, sheet I of 1, and Drawing No. LTB, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06/07/97, revision 94 dated 04/28/98, sheet I of 1, both drawings signed and sealed by Craig Parrino; P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS -529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07/30/97, signed and sealed by Christopher A. Hatnon, 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 11/11/96, '45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-82.75 dated 06120/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 920-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04125196 for, #3 rebar by Ameristeel. 5. Mill Certified Inspection Report #84-M19614 dated 02129196for #5 rebar by Birmingham Steel Corp. 6 Mill Certified Inspection Report #58-A66332 dated 01128/96 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 484-M20749dated 04/05196 for #5 rebar by Birmingham Steel Corp. 8. Mill Certlfred Inspection Report #84-M19805 dated 03106/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21196 for 44 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04103196 for 9-5 rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. Produef9ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing. No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 of2, prepared by Craig Parrino, P.E., dated June 7,, 1996, revision AS 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 F,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 11day 01, 2002. 2. Cast -Crete Quality S vstenrkfanual for Pre -stressed Products dated 2002. ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No, 16-0126.03 Expiration Date: 05121/2017 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 L None. F. OTHER 1. Letter from Cast -Crete: Corporation, dated 02/2012006, signed by Craig Parrino, RE. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS I. 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 vy Craig Parrino, P.E, certiffing compliance with the P'Iorida.Building Code, 2007 Edition. A. _M, k a P.E., M. S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details". sheets 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., on .&larch 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 Cotporation, 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 Fligh Strength Precast and Pre -stressed 8 -inch Lintels, dated August 19, 2014, sheets 14.101 through 14.129, 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 fi-orn Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. 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, Iuc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Pliami-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. 1L14'- HqIiiif 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 16, HIGH STRENGTH PRECAST AN sT_ D l •I . y PRESTRESSED CONCRETE LINTL-LS PRODUCFRENEWED RO W4107ing I'M tAc FI -14 a"PR' A W/ 2" RECCtc RDOR L -I IN7[A R" PpPp CSL PRCSIREZEO.,,-LIN[fy 32-0 BAR TIRRUPS TYPE "A" STIRRUPS ¢ E 1'8" STIRRUEs M 7/32"f BAR M STIRRUPS "—B" LINTELs 6 1 Ate" -- 8 LINTELS STIRRUP DETAILS STIRRGPNDETAILS 3GalE: HT9. MTIn •a• cmrms au suns uKlos r vwura w. o1N[4 unnu 711E W augur; O3 2 1rrLiA fSASL.,1N1F-.i--- - d Ttnu unncl I MctiaViltELf 7W +mKm nLE 'r• s1leRun Ar ERrs r. TI r, A• 711• pRFSTR ccEO LINTCL REREFQ$flNf. rer.F. FABRICATION MODFL 8" PRFSTRESaED U-LINTfL itrau hrA. YO VMf Y! GHT [E 8" PRMESTRESSED U -LINTEL DATA 'TABLE NEL B5 PJTEESt2CLVOUMEWIBSrPCN E SPACING puri Apo PS RL9Al1 GRADE W ASIY A615; 7/1e INCH RLWIPCD .iS FOR EXAMPLE 0.03214 -6 0.134 1 642 17/32 DAR I V-3' 17132 BAR14 - OIAMEICR 27OK91 LOY!-RELOtAT10M PRE9IRESVOO END OF THE REINFORCING CAOCI 4, THEA THE 0.037 144 3 R OAR 3 -1115'-4" 0.140 567 7 32 DAP 1 -3 17/32 BAR IS' -"2 A 40.159 639 7 32 BAR 1 -3 7 32 BAR 17 AR 5 -0 N A 8 19'-4' 0.1"I9 713 7 32 VAR 1 -3" 17/32 HA 19'-2' 4 0 4 -2 9 32 BAR 5-6 8 21'-4" 0.184 787 7 32 DAR I -3" 7/32 BAR 21'-2" 5 0 3'-9 3/4" IB -0 10 7 J2 BAN 0-2" N A 6 0.200 SI1 32 -BHI I'-3 7/32 BAR 2S'-10" 3 0 W710 3/8 10 7 32 BAR 7'-2" N A 6 22'-0" 8 -0' 336 { REOAR 9'-3" 3 REBAR '-0' 2-D 8 24'-0"' '0.219 7 32 BAR I -3 985 7/32 BAR 2S' -f0" 5 O 4'-3 1/8" 10 3 RFBAR 1 '-2` 2-0 9 y4 ,per Ie -D 4 6 5 REBAR 11'^3° 3 RE9AA 8 PRECAST W/2" RECESS DOOR -LINTEL DATA TABLE 432 5 flEBAR I f -11 NTEL.. "EERALLNEW vAuao 5 G • • .ENS • PRO13UCT IN>V151:U 2 6 4'-4' 3'-0" 1 0.036 149 j3 REBAR 7 32 BAA 3'-6" N A 4 8 3'-0 4'-9" J -A' 0.037 1501 f. REVAK 7 32 BAR "'0" N A 4 3 RFBAR '13'^8" 3-0 4- 5 -B 4 -4 032 OAR 5' -0 N A B 4 -4 S -10 4 -9 0.047 - DaA 5 -2" H A 6 THIS PROPRIETARY INFORMATION IS PROVIDED FOR PRODUCT APPAOYAI. IT b REM 6-0 YS N A IAT(S ANO. CANNOT BE R£PRODVCEO OR OTSTRIOUTLD FDAA/3 Rte[ LER6'-IVN A6 WITHOUT TRE PRIOR VIRI17EN CONSENT OF CAST -CRETE USA, INC. R BAP 2'-0" 6 V 8 9IOO175,5;j- MEMBER OF MTIn •a• cmrms au suns uKlos r vwura w. o1N[4 unnu 711E W augur; O3 2 1rrLiA fSASL.,1N1F-.i--- - d Ttnu unncl I MctiaViltELf 7W +mKm nLE 'r• s1leRun Ar ERrs r. TI r, A• 711• pRFSTR ccEO LINTCL REREFQ$flNf. rer.F. FABRICATION MODFL 8" PRFSTRESaED U-LINTfL itrau hrA. YO VMf Y! GHT [E g[ a a i. REINFORCING SIEEk 7/32 BAR AST14 A5101 i3, 14. 5. NOTEI THE TOTAL NUMBER OF STIRRUPS COUNIEO 5(AR1ING fftOH EACHNEL B5 P NO SMN:O r Apo PS RL9Al1 GRADE W ASIY A615; 7/1e INCH RLWIPCD .iS FOR EXAMPLE 0.032 126 i3 RCBAR 3'-3" 7 32 BAR 3 -2"' N A 4 OIAMEICR 27OK91 LOY!-RELOtAT10M PRE9IRESVOO END OF THE REINFORCING CAOCI 4, THEA THE 0.037 144 3 R OAR 3 -11 7 32 OAR 3'-B" - N A 4 SRTAND ASTM AAI6. INF CI G LACES OPE!NFOgC1110 CAGE MODEL SHOYrs 2 STIRRUPS A 4 2, CONCRETE SIREN"! fr r 4000 PSI FOR 9' FROM EACH END. 6.-4. 0.049 i3 0.EBA/ 5.-3 AR 5 -0 N A 8 PUnEa loam; 1'.. 4000 PM FOR All PT6. 2.3 POUNDS Df POLTYKULENE FIBERS. PER 5-10 O.DS4 3 R - 32 BAR 5-6 8 PRREStECAST B INCH UNTELS. GU.TD. of CONCRETE NAY DC USED III UN 6`-6" 0.060 2 4 4 flEBM B^5' 7 J2 BAN 0-2" N A 6 1 IMIAL PRESERCSS FORCE = 0.70 K tP.• OF PRESTRESSED LWEL REINFORCING GAGE 7'-6" 0.069 270 4 REBAR '7'-5= 7 32 BAR 7'-2" N A 6 4. SIR SI NG(H1 PRESTRESSED TO RESIST UFIWU AND HANDLING FORCES. 9'-4" 1 C088 336 { REOAR 9'-3" 3 REBAR '-0' 2-D 8 um T.3 Ss 0.096 376 4 REBAR IO' -5' 3 RFBAR 1 '-2` 2-0 9 y4 ,per 11'-4" D. 04 4 6 5 REBAR 11'^3° 3 RE9AA 12 -0" 0.110 432 5 flEBAR I f -11 3 PFBAA I 1 -6" S -U 9 G • • .ENS • PRO13UCT IN>V151:U 3'-4" 0.122 480 5 REOAR 13'-3 3. REBAR 7J' -D" 3-0 8 minnTd n III Ote PIDE1dO 5 NEBAR 13-11 3 RFBAR '13'^8" 3-0 9 f•< -lav I7WIdGig r,lvi 0ZRt6 pp E q0 CRAWARRINO THIS PROPRIETARY INFORMATION IS PROVIDED FOR PRODUCT APPAOYAI. IT b Q 1 6324 CR 579 Kat bnL, Fcrnl Dad 0u1" c• p RI PAOIEGiEO BY COMICHT IAT(S ANO. CANNOT BE R£PRODVCEO OR OTSTRIOUTLD i``ls• Cy y SEFFNER,FL 33584. ' WITHOUT TRE PRIOR VIRI17EN CONSENT OF CAST -CRETE USA, INC. JPS/O'IEAL lyyy 5BFL. P.E. LIC. N0.447 al P CAST -CRETE 8" LINTEL FABRICATION DETAILS F M N FRE RA1FE1 068UB1-14 ORA15N BY: CRAIG PARPoKO, P.C. - RE"O' SCA1F: ROI TO VALE036 r.,,Y,n m M PIRIIND. P.E. -REO. N0. 44758 ORAMND NR. Fp SREFT 1 OF 3nduler", C SAFE SAFE GRAVITY LOADS FOR 6" PRECAST & PRESTRESSED U -LINTELS 8" PRECAST 9 AST R4ITB' 81`8 SAFE LOAD -POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 BFB -OB 8FI2-OB 8FI6-08 BF20-08 BF2i-00 8F28 -C8 BFSZ-OB 8F8 -IR BF12-1B 8FI6-1B W20 -1B BE24-IB MS -18 OF32-10 S-6' (42'7 PRECAST S-6" (427 PRECASTNO371951631660780549502 - 10951 2231 3069 4605 6113 7547 8974 10394 11809 4'-0' (487 PRECAST 411 2561 2751 3820 4890 5961 7034 8107 1966 2693 4605 8113 7547 6974 ID394: 11809 4'-6" (54") PRECAST 7'-5' (90") PRECAST 424 1969 2110 2931 3753 4576 5400 0224 1599 2169 4375 .6113 7547y 0672 10294. 11809 5-4" (64") PRECAST 10'-6"(126") PRECAST 1349 1438 1999 2560 3123 3688 4249 1217 { 663 3090 5335 7547 7342 n 8733, 101271 5'-10"(707 PRECAST 110 1405 1173 1631 2090 2549 3009 3470 1062 1461 2622 4360 7166 1, 6036m 7101 , 8328 6`-6" (787 PRECAST 259 1238 1177 3480 3031 3707 4383 5061 908 1238 2177 34BO 5381 8360 1039 85251, 7'-6' (90'') PRECAST. 21'-4" (256") PRESTRESSED N.R. 1011 1 1729 2632 2205 2690 3191 3685 743 1011 1 1729 2661 3898 5691 Wjin 6472 " 9'-4' (112') PRECAST 24'-D' (288") PRMRESSED 699 1 1160 1625 2564 3486 2816 6302 551 762 1 1245 I843. 2564 3488 4705 . 6390 10'-6"(126') PRECAST 535 890 1247 2093 2777 2163 2536 475. 643 1052 1533 2093 2781 1643 4754 n Ii' -4"(136") PRECAST 582 945 1366 1846 2423 3127 4006 362 ---1-64 1846 2423 3127582 400fi 12'-0"(1447 PRECAST 54D 873 1254 1584 2193 2805 3552 337 540 873 1254 1684 2193 2.605 1 13'-4" 160' PRECAST 471 7ss 1075 428 1636 2316 296 471 755 1075' 1420 1838 2316 14'-0" (168') PRECAST 424 796 1002 1326 1697 2127 279 442 706 1002 1326 1697 2127 INM.3 14'-8"(176) PRESTRESSED NA NR Nft MR N.R 90458' 783 1370 1902 2245 251778 15'-4"(184") PRESTRESSED NR NR NR NR NR K4 PLR 412 710 1250 1733 2058 2320 17'-4"(206") PRESTRESSED MR MR MR NR NR MR W N.R. 300 548 950 1326 1609 1 1649 2047 19'-4"(232") PRESTRESSED MR NR NR OR NR NR NR PLR 235 1 420 750 1031 1262 1515 1716 21'-4"(256") PRESTRESSED NR MR MR MR NR MR N.R. MR 160 340 598 845 1114 1359 1468 22'-0"(264'7 PRESTRESSED NR NR Nn NR NR MR NR N.R. 165 315 550 784 1047 1285 1399 24'-0"(288') PRESTRESSED NR NR NR MR NR NR NR N.R. 129 250 450 634 884 1092. 1222 SEE U) THE NUMBERS IN PARENTHESIS,ARE PERCENT REOUCMNS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. SAFE UPLIFT LOADS FOR 8" PRECAST S, PRESTRESSED U -LINTELS to.-ellm' SAFE LOAD - POUNDS PER LINEAR FOOT TYPERCMU LENGTH --_ BU8 81`8 TYPE LENGTH 3'-6" (42')' PRECAST 1025 1024 1598 S-6" (427 PRECAST 4'-0" (48') PRECAST 765 763 1309 4'-0" (481 PRECAST 4'-6" .(54") PRECAST 592 591 1073 4'-6" '(547 PRECAST 5'-4" (64') PRECAST -411 411 745 5'-4" (647 PRECAST 5'-10"(70') PRECAST 340 339 1 616 5-10"(70') PRECAST 6'-G' (767 PRECAST 507 721 490 G-6" (78') PRECAST 7'-5' (90") PRECAST 424 534 363 T-6" (907 PRECAST 9'-4" (112') PRECAST 326 512 230 9'-4" (112'7 PRECAST 10'-6"(126') PRECAST 284 401 180 10'-6"(126") PRECAST 11'-4"(136") PRECAST 260 452 154 11'-4'(136") PRECAST 12'-0" (144') PRECAST 244 402 137 12'-0" (144") PRECAST 13'-4"(160') PRECAST 217 324 110 13'-4"(160") PRECAST 14'-0" (1687 PRECAST 205 293 100 14'-0" (166") PRECAST 14'-8-(176') PRESTRESSED N.R. 284 91 14'-8" (176") PRESTRESSED 15-4"(184") PRESTRESSED N.R. 259 83 15'-4'(184") PRESTRESSED 17'-e(2087 PRESTRESSED N.R. 194 64 17'-4"(2087 PRESTRESSED 19'-4" (232) PRESTRESSED N.R, 148 52 19'-4" (232") PRESTRESSED 21'-4" (256") PRESTRESSED N.R. 125 42 21'-4" (256') PRESTRESSED 22'-0"(264") PRESTRESSED N.R. 116 40 22'-0'(2647 PRESTRESSED 24'-0' (288') PRESTRESSED N.R. 91 33 24'-D' (288") PRMRESSED SEE GENERAL NOTE NO. 18 ON SHEET 3 OF 3. U) T F44 JR PAODUCTRgin 11 Al.(Q' 0 com t NL•1VEf + CENT 8uildm Y 8.wi0, t5e P4o 8 C.d. A RFmcc No _p O 6 IES4S ARE PERCENT REDUCTIONS FOR GRADE 40 GENERAL 40TE NO. 4 ON SHEET 3 OF 3. jj PRODUCT RAV1Si7D mpllin8 wi8,l6p CTa,ida eay; Lian D,c z 'p3 L * ; 1t * Acccyl,n No/ 0 0 BY 77 -0 TE F : Flgdmibn Dafa. e o Z M In" pq CRAIGPARRINO 6324 OR 579 1 SHEET 3'OF 3E7Ro G; SEFFNER. FL 33584 Wth, , Tri REVISION UAIL ++ S Fl . P.E. LIC: N0.44756 B 44a111141144 D -112/30 MEMBER OF E_a f.. : 4a 1nLE: CAST -CRETE 8" LINTEL FABRICATION DETAILS S Ip iillit,.nco roi"'""` , iT02 l 1^^1M1 CRC NA9L• DBSU91-14 0R4WH BT: CRAIG NRIWD, 9F. R[4 W. 1056 SCALE NOT t0 SCALE 1- DA7C 05/07/96 1 CNECKLO 6T: CMG PANX1 P.E. - REG. h0. 44751 1 O.4AHIN9 Nd ED6 SNLET 2 OF 3 I SAFE GRAVITY LOADS FOR 8" PRECAST w! 2" RECESS DOOR U -LINTELS O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 GENERAL NOTES SAFE LATERAL LOADS FOR 8" PRECAST v712" RECESS DOOR U•LINTELS gA,,,R6gR SAFE LOAD PLF LENGTH TYPE 8RU6 8RF6 JMUR. 4'-4' (52") PRECAST 758 757 1164 4'-6" (54') PRECAST 694 693 1073 V-8' (68") PRECAST 408 407 L. 655 V -10"(70") PRECAST 382 381 516 6'-8• (8D') PRECAST 595 788 464 T-6' (90' PRECAST 509 674 363 9'-8' (116' PRECAST 370 490 214 0 SEE GENERAL NOTE 18 5) M Iio tis ms.t or -6360 ddhc8on. Ennis P .Vass lin type,SFe 17 4' oM I.meets ce .scuds L/IBO delkctI_ W. is 6mlled to coadlias maeU Ih. nodduBMVg Code.Sectiom 1604-3.1 o. oppltcobk 6) Shrs fid Ral.to as required. 7) No 17 rebor may be M Sluled for Iwo 15 mbar. 8) lost Mian/athehminl of Intel must coot* with the orslileclord nd/r slmctuml d—eals. -A 9) The designer may ...IM. ap-oixot.d lads from the seta bad table. by WICU.114 Use mosimum .e W'g rrwment ar.d cher at d-owoy If.. the Ia...1 "'p" 10) N.R. = Not Rated 11) Bolton Id.W cU d's.bar 1. 4 kc.ld .1 U.. Whom .I the Idd idly. 1/2 CUR iYP _ m SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U -LINTELS O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD AUDED REBAR. SEE GENERAL NOTE NO. 4 I) Ilatviow. 12) LIM ft Qh 5-1/2* Iwg nob hes .b the and. to ao.n &I. o'N Lordee8 Fc 8' precast Kate] . 4000 pal 1.9 gso..g. Fc kaUeaed RAW 6000 psi 13) Th eslerir surla. of 6ntols WaWIc4 h W't., eanael0 masary nes shoo Are Fc grout - JO'y psi with J//0 Ircb o e V g. of stone applied in ...dont. 1h ASTY 0-926 or olha, approved sea". W, Mi. A oe, eiconcrete ,npapr.q owls !CltU) par AS C90 silh minimum mlU) with 1900areaanpresskos11 -M - psi. 14) Uol.1s leaded s;o A...usly with veA:al ((gran1v or op:10 and hadral.l QoI.M) rdar pet ASW A615 Wade 60 I -ds stwld be i:l.ed d lar Ih. aa.. la"g will. it. follo.ing cgu.R.x ptnimsng sI(oM per AS7N AM Grade 270 lo. mwsntion morin, pu ASM 0270 Type M r S AppF.d radial Tad Applfed h.'Useaal. load S 1.0 o 2) AN s.I. lad tables bme/ a ai rn 4 inch nonhd hoo(ng. Safe v Ucal hod Sol. hrisatal land , Fxeofan. Sof. hada far rnld type 8118 s.d 9RU6 must be 15) For composite r dei beyhta oat sham,use safe load ham neat bear height shun. UW duc.d Dyy 20R 11 broing wglh a len Iha 6 1/2 .ogee. 16) Fr Cald lerglhs al W.A, u10 sole load Ir.. nost longest fenglb moan. 3) Provide Wd ..Mar bad and head jaats. 17) Soh .Wade ora Aupeempased oll..abh load. 4) The amber In preNhesb Indlsaks the praM .eduction ler deign as pea ACI 530 and ACI. 318 graCs 40 field added .Wr. IB) Sale Wads bold. a ra0anat derolrI Fxamld.: 7 6' lintel BF32 10 010 yy .ray load - 6471 Os1 1g) Add:t'—t 101-1 bad apody can he oblo'eed b(. to 4.s; #f by pimiding addNaaal 157, rpduc0an O 8471 `.83) W b501 all (.inf-d concrete sonmary ats (RCI4U) obore he rmtel. e. slcotch. below. 5) M Iio tis ms.t or -6360 ddhc8on. Ennis P .Vass lin type,SFe 17 4' oM I.meets ce .scuds L/IBO delkctI_ W. is 6mlled to coadlias maeU Ih. nodduBMVg Code.Sectiom 1604-3.1 o. oppltcobk 6) Shrs fid Ral.to as required. 7) No 17 rebor may be M Sluled for Iwo 15 mbar. 8) lost Mian/athehminl of Intel must coot* with the orslileclord nd/r slmctuml d—eals. -A 9) The designer may ...IM. ap-oixot.d lads from the seta bad table. by WICU.114 Use mosimum .e W'g rrwment ar.d cher at d-owoy If.. the Ia...1 "'p" 10) N.R. = Not Rated 11) Bolton Id.W cU d's.bar 1. 4 kc.ld .1 U.. Whom .I the Idd idly. 1/2 CUR iYP _ m SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U -LINTELS O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD AUDED REBAR. SEE GENERAL NOTE NO. 4 SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING 8F32 8F28 FOR EACII ADDITIONAL REINFORCED CIdU (RCMUj FULL COURSE PRODUCTRENEWED a comptying lsish th. Florida 15 REBAR Shcdks Code 0 of GR60 ys.r.cc N.16- 01 U. O •' EN 0 o.na C• TYPE DESIGNATION F F - TILLED M 6ROUi / U - UNTIM WMM OF LMEL4CA' eItTT 8F16-1B/1T NOlard'L biOM— I L'oVMMY Or 15 NDYMAL NEIGNT J NEW AT TOP 5 REBAR AT IOP YIN. (1) It= 1-1/2' CLEAR C.Y.U. GROVE 15 REBAR AT 80TIOY OF UN1R. CAVITY BOTTOM REINFORCING JL -5/3' ACIWI.. PROYIOLO IN UMEL e NOMINAL WIOTn VARIES) PRODUCT IUfiyrSE7U m eamplying with the FlnridnUuldingCod. Aoerplasw Nn ! OZ CFLAIOPARAINO24 CR 579 auUatc/'3'S SEFFNER. FL 93564 FL. P.E. LIE:. Nn dn-'ca liTJ9TiiliteT.lfifT. ` : ' j •.,, ODETAILS 1C•77> .15: i 11011:1 ( F•NT (MR, 667 ' I Mi. 0 v o M UW SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING 8F32 8F28 FOR EACII ADDITIONAL REINFORCED CIdU (RCMUj FULL COURSE PRODUCTRENEWED a comptying lsish th. Florida 15 REBAR Shcdks Code 0 of GR60 ys.r.cc N.16- 01 U. O •' EN 0 o.na C• TYPE DESIGNATION F F - TILLED M 6ROUi / U - UNTIM WMM OF LMEL4CA' eItTT 8F16-1B/1T NOlard'L biOM— I L'oVMMY Or 15 NDYMAL NEIGNT J NEW AT TOP 5 REBAR AT IOP YIN. (1) It= 1-1/2' CLEAR C.Y.U. GROVE 15 REBAR AT 80TIOY OF UN1R. CAVITY BOTTOM REINFORCING JL -5/3' ACIWI.. PROYIOLO IN UMEL e NOMINAL WIOTn VARIES) PRODUCT IUfiyrSE7U m eamplying with the FlnridnUuldingCod. Aoerplasw Nn ! OZ CFLAIOPARAINO24 CR 579 auUatc/'3'S SEFFNER. FL 93564 FL. P.E. LIE:. Nn dn-'ca liTJ9TiiliteT.lfifT. ` : ' j •.,, ODETAILS 1C•77> .15: i 11011:1 ( F•NT (MR, 667 ' I 4/28/2017 Florida Building Code Online 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. https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVjdikEk7oGQ6zyYnmk%3d 1/3 BCIS Home ; Log In User Registration Hot Topic Submit Surcharge I Stats & Facts Publications. F8C Staff j BCIS Site Map Links ' Search d Product Approval 1, USER: Public User 1. Product Approval Menu > Product or Ail iration Search > Aonlication List > Application Detail I FL # FL3792-118 E x Application Type Revision Code Version 2014 Application Status Approved b Approved by DBPR. Approvals by DBPR shall be reviewed and ratified p }j by the POC and/or the Commission if necessary. Comments F Archived e Product Manufacturer Lomanco, Inc y Address/Phone/Email 2101 West Main Street arrfi Jacksonville, AR 72076 5x 501) 982-6511 k acarter@lomanco.com f 3 Authorized Signature Andrew Carter rye % rk acarter@lomanco.com d gc4 Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 351 t;. acarter@lomanco.com Quality Assurance Representative Andrew Carter Ic Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 6163 5 acarter@lomanco.com Yi Category Roofing jI s, h T Subcategory Roofing Accessories that are an Integral Part of the Roofing System E Compliance Method Certification Mark or Listing C a . 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. https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVjdikEk7oGQ6zyYnmk%3d 1/3 4/28/2017 Florida Building Code Online Date Submitted 09/30/2015 Date Validated 10/06/2015 Date Pending FBC Approval Date Approved 10/09/2015 Date Revised 08/16/2016 Summary of Products FL #' ;Model, Number orName j Description 13792.1 1135 Roof Louver I Aluminum Roof Louver I Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable building codes for required ventilation. 2. Model 135 Roof Vent and Model 2000 Power Roof Vent shall be installed over composition shingles roofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be installed on roof mean heights greater than 33 feet. 3792.2 1 730 Roof Louver Limits of Use , Approved foruse"in HVHZc Yes Approved for use -outside HVHZ: Yes- Impact- Resistant: N/A Design Pressure:. N/A - - - Other: 1. Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers, shall comply with applicable building code, 3. Lorrianco's. Model 730,750,770Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 3792.3 1750 Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 3792.4 770 Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A - DesignPressure: 'N/A Other: 1..Refer to applicable building codes for required ventilation, 2. Lomanco's Model 730;750,770 Roof Louvers shall comply with applicable buiding code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 3792.5 1770D Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL3792 R8 C CAC Lomanco 135 - 2000 PV NOA 1.1- 0602.02,pdf Quality Assurance Contract Expiration Date 08/17/2016 Installation Instructions FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602,02.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602,02,odf Created by Independent Third Party: Yes Aluminum Roof Louver Certification :Agency Certificate FL3792 RS C CAC Lomanco 700 Series - NOA 11 0602.04.odf Quality Assurance Contract Expiration Date 08/16/2016 Installation Instructions FL3792 R8 II Lomanco 700 Series - NOA 11-0602.04.odf Verified.Byi Miami -Dade BCCO - CER Create&by Independent Third Party: Evaluation Reports FL3792 R8 -AE :Lomanco 700 Series - NOA 11-0602.04:odf Created:by Independent'Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC Lomanco 700 Series NOA 11- 0602.04.odf Quality Assurance Contract Expiration Date 08/16/2016 Installation Instructions FL3792 R8 II Lomanco 700 Series - NOA 11-0602.04.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602.04 odf Created by Independent Third Party: Yes Aluminum Roof Louver Certification, Agency Certificate FL3792 R8 C CAC Lomanco 700 Serfes - NOA 11- 0602.04,bdf ' Quality Assurance Contract Expiration Date ' 08/16/2016 Insta Ila tion :Instructions FL3792 R8 II Lomanco-700 Series - NOA 11-0602.04 odf Verified By;' Miami -Dade BCCO - CER Created by Independent Third Party Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602 04 bdf Created -by Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC NOA 15-0709.09.odf Quality Assurance Contract Expiration Date 10/04/2020 Installation Instructions FL3792 RB II NOA 15-0709.09.1)d Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports httpsJtwww.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeVjdikEk7oGQ6zyYnmk%3d 2/3 4/28/2017 Florida Building Code Online FL3792 R8 AE NOA 15-0709.09.01' 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, Cooyri(tht 2007-2013 State of Florida.:: Privacy Statement : Accesslbility 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 phore or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275; t), Florida Statutes, effective October. 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee.. However email addresses are public record. If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 4S5, F.5., please click here , Product Approval Accepts: M WN Ed M seeur yt t ktcs . httpsllwww.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzzgPGbeVjdikck7oGQ6zyYnmk%o3d 3/3 as MIAMIDADE a$ MIAMI DARE 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) wtivw.mia.mid-.i(le.gov/buildint!/ Lomanco, I'nc. 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 Miatni Dade County) reserve the right to have this product or materi;A 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 Gone 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 theexpirationdate 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 Building Official, This renews NOA# 06-050 LI 1. and consists of pages 1. through 4, The submitted documentation was reviewed by Alex Tigera. t! NOA No.: 11-0602.02 MIAM4DADECOU TY Expiration Date: 08117/16 rJwq14 Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Catetrorv: Rooting Sub-Catej!ory: Ventilation Material: Alununum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED :BX APPLICANT: Test Product Product Dimension's. Specification Description 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED; Test AgenevAdentifier Name Report Date PRI Asphalt Technologies, hlc. TAS 100(A) LOM -011-02-01 04/05/06 NOA No.: 1.1-0602.02 M nru• oaS coagrx. Expiration Date: 08/17/16 Approval Date: 08/17/11 Page 2 -of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening, Starting with the drill hole cut vent hole. Installation: Vents should be evenly spaced on. the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow facing up. Make sure the throat of the vent is centered over vent :hole. Fasten the base to roof decking at corners. and approx. 4" o.c. 1" from the outside edge of the flange and i" 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 '/Z". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature DmITATI.ONS: Refer to applicable building codes for required ventilation. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Loma ico, hic.,published institictions, and in accordance with applicable Building Codes. This:acceptance is for installations over asphaltic shingle roofs only.. 4. 135 Roof Vent,Lomancool 2000Power 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 nt ar uoaoacaur rr Expiration hate: 08117/1.6 Approval Date. Q8/17JI1 Page 3 of 4 DETAIL DRAWINGS END OF THIS ACCEPTANCE NOA No.: 11-0602.02 Expiration :Date: 08/tV16 Approval Date: 08/17/11 Page 4 of 4 135 Roof Vent, Lomancool 2000 Power Vent PART .N i'1EN: PEO C DESC;RIP"HEN LIA!ERi RI_ MAI WI' 0201-501 it IDOME X 28.50 X 2850 5005-0 4,L I 3 3C1g 0201- 5J2 2 BAH 032t.0025 > 20 X ' 5005— AL fl4;i9/ 0201—M 3 1 i <ANSh(Etit 01910025 X '9.50 Y, 19.50 5J05—O A. 913r 0410-507 4 bRAC CT lb GA. X 1.250 X 7.580 v LV. STEEL 1951/ G°QT —507 5 t St`!'tEEn! 978 'A X 4i.';.75 -8X8 MESH f'E ; i—A—hUa'E' t )400(1 65 6 2 IVET 3/1640, X //32 OVAL MO AL 147500281 3 ( S"RIA, N1:4 T 112. hV.lU F) <YP.:M "AP" ,INC PLT END OF THIS ACCEPTANCE NOA No.: 11-0602.02 Expiration :Date: 08/tV16 Approval Date: 08/17/11 Page 4 of 4 MIAMI R DZiA1 II-DADS COUNTYElmPRODUCTCONTROLSECTION 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.niiamida(ie.gov/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 revolve this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fads 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 'Lone of the Florida Building Code. DESCRIPTION: 135 Roof Vent, Lomancool 2000 Power Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and. following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this:NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been.a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Mianii-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 NOAff 06-0501.1 1 and consists of pages 1 through 4. The submitted documentation was reviewed by Alex Tigera. G NOA No.: 11-0602.02 MIAMI•DADECOUN7Y Expiration Date: 08/1.7/16 LUJI101111 Approval Date: 08/17/11 Page 1 of 4 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED ,BY APPLICANT: Test Product Product. Dlinensions Specification Description 135 Roof Vent, 9" x 28.5" TAS 100 Powered Roof Vent, with fan and Lomancool 2000 Power thermostat with a aluminum hood. Vent MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test, Auenev/Identifier Name Report Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM -011-02-01 04/05/06 NOA No.: 11-0662.02 Expiration Date: 08/17/16 Approval Date: 08/17/11. Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 13" from ridgeline. At chosenlocation and centered between. two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drill hole cut vent hole. Installation: Vents should be evenly spaced. on the rear slope of the roof Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved roof cement around the edge of the hole. Carefully slide baseof 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 I" from stack every 45' with approved rooting 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 'h". See details drawing_ s herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature U.MITATIONS: 1. Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc. published instructions, and in accordance with applicable Building Codes, 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, Lomancoo12000 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 BuildinbCode and Rule 9B-72 of the Florida Administrative Code NOA No.: 11-0602.02 Expiration Date: 08/17/16 Approval Date: 08/17/14 Page .3 of 4 FART # I TEf.4.I R F Q 0201-So1 "I I 02:11 -502 2 1 0201 - q3 1 0410-501 0'01-=,n7 i 1¢04000165 G 1.2 1405000281 73 DETAIL DRAWINGS 135 Roof Vent, Lomancool 2000 Power Vent Oyr1 i3AS IRai+1 i.l_D BRACKE I' 5CR'=EN' RI VF. I CHEW 0,321.0025 X 28.50 X 28.50 3005-0 AL. 032t.0025 X 20 1 23 50'05--0 -AL 0101.0025 X 19.50 X 19.50 5005.-o AL 16 GA. X 1.250 X 7.580 0ALV. STEEL 028 X 5 :X 41.;575-8X8 MESH PERM-A-14OIF 3/160 X 7x'32 'OVAL HD. AL 14 X 1/2 HWUHC) CYPEA "A.B'' ZIDIC NJ END OF THIS ACCEPTANCE VAI W1 3.250# 1.8.1.0# 9130. 195# NOA No.: -11-0602.02 MIAMI.OP DECOUN7Y Expiration Date: 08/17/16 Fjgmtyil m1mw Approval Date: 08/17/11. Page 4 of 4 MIAMI DADE MIAMI -DARE COUN'T'YEm 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.niiamidade.gov/buildink Lomanco, Inc. 2101 West main Sheet Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of constiuction,niaterials. 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 AFIJ). 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 duality 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 termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade Coul ty, 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 shalt be available for inspection at the job site at the request of the Bui Idiug Official. This renews NOA# 06-0501.11 and consists of pages 1 through 4. The submitted documentation was reviewed. by Atex 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-Catei!ory: Ventilation. Material: Aluminum TRADE NAMES OF .PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description 13.5 Roof Vent, 9" x 2.8'.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 Agencu/Identifier Name Re ort Date PRI Asphalt Technologies, Inc. TAS 100(A) LOM -01 1-02-01 04/05/06 NOA No.: 11-.0602.02 MIAMI•DADE COUNTY Expiration .Date: 08/17/16 Approval Date: 08/17/11 Page 2 of 4 APPROVED APPLICATIONS Cutout: Vent must be located 18" from ridgeline. At chosen location and centered between two roof rafters, cut a 14" diameter hole through shingles and sheathing boards. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting with the drill hole cut vent hole. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles. Apply approved goof 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. l" from the outside edge of the flange and 1 from stack every 45 with approved. rooting 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/z". See details drawings herein. Seal all seams and nails with roofing cement. Net Free Area: Refer to manufacturers published literature U-miTATIONS: 1. Refer to applicable building codes for required ventilation. 2. 135 Roof Vent, 'Lomancool 2000 Power Vent, thermostat and wiring shall be installed in compliance with Lomanco, Inc..published instructions, and in accordance with applicable Building Codes. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. 135 Roof Vent, Lomancoo12000 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•DADECO j Expiration Date: 08/17/16 MID Approval Date: 08/17/11 Page 3 of 4 DCTAM DRAWINGS Is END OF TRIS ACCEPTANCE dfimmmmt1,., NOA No'.: 11-0602.02 MIAMI DADECOUNTY IN Expiration .Date: 08/17/16 Approval Date: 08/17/11 Page 4 of 4 135 Roof Vent, Lomancool 2000 Power Vent PART # iTV, REE I.)E fwm, ricjN MF IE.RIAL i MAr vir 0201 01 1 1d[ 137-1 t 0/> X 28.50 X 28.50 005 0 &t 3-250# 0211 o02 2 1 BASE 032t 0025 >. 20 X- 23 5005--0 Ai - I 020 l — 020f— 03 3 I RAINSiiiEW 0191.0025 .e 19.50 X 19.50 5J^5-0 A.I_ ol3li 041(1-501 4 RACK t 16 GA. X 1.250 X 7.580 GALV. STEEL + .19 t1i ..1: 5 I SCREEN C:t28 .4 5 X 41_3iiX8 Ah: H PERM A—KOU.. 1404000165 s a R IVET 5%167: X 7<32 0 L FU. Ai_ 1405000281 7 3 S"REt' 14 X 1/2 ''H%9IJ 0 ^TTEKI 'AB" 71!4C PI -T Is END OF TRIS ACCEPTANCE dfimmmmt1,., NOA No'.: 11-0602.02 MIAMI DADECOUNTY IN Expiration .Date: 08/17/16 Approval Date: 08/17/11 Page 4 of 4 4/28/2017 Florida Building Code Online d bor SCIS Home i Log In i User Registration Hot Topics ! Submit Surcharge Stats & Facts Publications ; FBC Staff SCIS Site Map i Links •: Search t€> na° Product Approval USER: Public User Product Approval Menu > Product or Annlintion Searccb > BQpjirgtinn List > Application Detail FL # FL12328-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer TAMKO Building Products, Inc. Address/Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 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 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:Iwww.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramDGm5e%2bS%2baRvkOl3ThCQrlWi58TQ%3d%3d 1/4 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/23/2016 Date Validated 08/23/2016 Date Pending FBC Approval 08/25/2016 Date Approved 10/13/2016 iumma_ry_of Products _ FL # Model, Number or Name Description 1 12328.1 I ASTM Slate Surfaced Roll Roofing j Roll roofing surfaced with mineral granules f —-------- --------------- i 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.pdf E Impact Resistant: N/A I Verified By: Zachary R. Priest 74021 Design Pressure: N/A ( Created by Independent Third Party: Yes j Other: See evaluation report for limits of use. Evaluation Reports j FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments- FINAL. pdf i7 Created by Independent Third Party: Yes t- - 12328; 2 w . I ASTM Tile Underlayment Coated organic underlayment I Limits of UseInstallation Instructions Approved for use in HVHZ: No FL12328 R7 II TBP14001.3" 2014 FPA TAMKO 1 .Approved for use. outside HVHZ: Yes Underlayments-FINAL.c)df i Impact Resistant: N/A Verified, By: Zachary R. Priest 74021 Design Pressure: -N/A Created by Independent Third Party: Yes i Other: See evaluation report for limits of use. Evaluation Reports i i FL12328 R7. AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL:adf I Created by Independent Third Party: Yes 12328.3 Master SmoothAsphalt saturated organic underlayment i 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 l Verified By: Zachary R. Priest 740213DesignPressure: N/A Created by Independent Third Party: Yes i Other: See evaluation report for limits of use, ' Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO { Underlavments-FINAL.odf i Created by Independent Third Party: Yes 12328.4 Moisture Guard Plus A self -adhering modified bitumen underlayment . Limits of Use Installation Instructions . Approved for use.in HVHZ: NoFL12328 R7 II TBP14001.3 2014 FPA TAMKO iApproved for use outside HVHZ: Yes Uride rlavments-FINAL.bdf Impact N/A Ver(fied:By: R. Resistanti Zachary Priest 74021 Design Pressure: N/A'. .. Created by Independent Third Party':, Yes Other: See evaluation report for limits of use, i Evaluation Reports i 1,.FL12328.R7 AE TBP14001.3 2014 FPA TAMKO l Underlavments- FINAL. pdf Created by Independent Third Party: Yes 12328.5 No. 15 ASTM Asphalt saturated organic felt i Limits of Use Installation Instructions Approved for use in HVHZ: No f FL12328 R7 11 TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes I Underlavments-FINAL.I)df Impact Resistant: N/A i Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes j Other: See evaluation report for limits of use. i Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL.pdf Created by Independent Third Party: Yes r 12328.6 No 15 UL Asphalt saturated organic felt i Limits of Use Installation Instructions Approved for use in, HVHZ: No, RZ 11 f' s j App roved for use outside HVHZ: Yes Underla8ments- INAL.pdf 3 2014 FPA TAMKO k . Impact Resistants N/A Verified By: Zachary R. Priest 74021 https:/1www.foridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramDGm5e%2bS%2baRvkOl3ThCQrP.Ni58TQ%3d%3d 214 4/28/2017 Florida Building Code Online Design Pressure: N/A i Created by Independent Third, -Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO I Underlavments-FINAL pdf Created by Independent Third Party: Yes 12328.7 1 No. 30 ASTM Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. 12328.8 No. 30 UL Limits of Use Approved foruse-in HVHZ: No Approved for use outside HVHZ: Yes Impact, Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of,use, 12328,9 1 TAM -FELT Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for Limits of use. Asphalt saturated organic felt Installation InstructionsY FL12.328 R7 II TBP14001.3 2014 FPA TAMKO Underlavments-FINAL, pdf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlay ments-FINAL. pdf Created by Independent Third Party: Yes Asphalt saturated organic felt --_— — Installation Instructions l FL12328 R7 II TBP14001.3 2014 FPA TAMKOUnderlayments-FINAL. pdf Verified By: Zachary R. Pr€est 74021 Created by Independent Third Party: Yes' Evaluation Reports FL12328 R7 AE TB014001.3 2014 FPA TAMKO Underlavments-FINAL.odf Created•byIndependentThird, Party: Yes Alternate to ASTM D 226, Type II underlayment Installation Instructions FL12328 R7 II TBP14001.3 2014 FPA TAMKO U nderlaym ents-FINAL. pdf Verified By: Zachary R. Priest PE -74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderlavments-FINAL. pdf Created by Independent Third Party: Yes 12328.10 - I TW: Metal and :Tile Underlayment self -adhering modified bitumen underlayment Limits of Use- Installation Instructions - Approved foruse•in HVHZ: No.. FL12328 0 II TBP14001,3 2014 FPA TAMKO . Approved for use outside HVHZ_ : Yes' Underlayments- FIN AL. odf' Impact. Resistant: N/A Verified By; Zachary R:-Prlest'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, pdf Created by. Independent Third Party: Yes 12328.11 TW Underlayment Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use. self -adhering modified bitumen underlayment Installation Instructions FL12328 R7 II TBP14001.3 2014 FPA TAMKO Underlayments-FINAL. pdf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Prvacy Statement ::. Accessibility Statement :: Refund statemenj Under Florlda law, .email addresses are public records. It you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have. one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To. determine If you are a licensee under Chapter 455,. F.S., please, click. here . Product Approva l Accepts: 01A, K',k https://www.floridabuiIding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramD Gm 5e%2bS%g2baRvkOl3ThCQrIWi58TQ%3d%3d 3/4 4/28/2017 Florida Building Code Online Credit Cart Safe haps:t/www.iloridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtF2Aezuarj901AramD Gm 5e%2bS%2baRvkOl 3ThC Qr IW i 58TQ% 3d%3d 4/4 TECHNICAL SERVICES, LL.' EVALUATION REPORT Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 41'7) 624-6644 http://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE, 5T" EDITION (2014) Issued August 22, 2016 Category: Roofing Subcategory: Undertayments 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, 150.7:6.3.2; 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. Reoort No. Standard Year PRI Construction Materials Technologies (TST6049) TAP -191-02-01 REV ASTM D 1970 2009 PRf 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 (TST6049) TAP-215-02-01 ASTM D 226 2006 PRt Construction Materials Technologies (TST6049) TAP -216-02-03 ASTM 0 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 MaterialsTechnologies(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 undedayment 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 tile applications. Allowable roof coverings: Aftachment of asphalt shingle valleys and play and concrete the shall be permitted in accordance with the FBC. FL 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. TAMKO BUILDING PRODCUTS, INC. CREEKTAiI"IKO Underlayments of ' TECHNICAL SERVICES, LLC TAMKO® 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. TBP14001.3 FL12328-R7 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 expressnor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end Japs and in accordance with FRSAfiRI 07230 for the applications, Allowable roof coverings: Attachment of clay and concrete the shall be permitted in accordance with the FBC. TAMKO® Master ASTM D 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 finemineral. 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 D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard PlusqD 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 tile roofing shall be permitted in accordance with the FBG: 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 shi -ngles,. metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOO.No. 15 UL ASTM D 226, Type I underlayment constructed front 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 FBG. TBP14001.3 FL12328-R7 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 expressnor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TAMKO BUILDING PRODCU yS, INC. CREEKTAMKO Underla ments b TECHNICAL SERVICES, LLC TAMKOO 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 TBP14001.3 FL12328-R7 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. 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'. TAMK0@ 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® TIN 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. TAMKO® 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. TAMKO® TAM -FELT Alternate to ASTM D 226, Type I and Type it 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 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. TAMKO BUILDING PRODCUTS, INC. CREEKTAMKO Underlayments 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 manufacturers 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) Theroof 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 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 5`h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 1111111f11/"rI., 0 1PRY . R No 74021 0: STATE OF : rjT •; c Q Riyss 4 0 N A11`11111 CERTIFICATION OF INDEPENDENCE In_;Crc5a 20 6.08.2 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. Pdest, P.E. does not have, nor will acquire, a finandal 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 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. 127 . TECHNICAL. SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 5T" EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. Issued August 22, 2016 P.O. Box 1404 Joplin, MO 64802 417) 624-6644 htti)://www.tam)(o.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 Entity Report No. Standard Year PRI Construction Materials Technologies (TST6049) TAP-191-02-01REV ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP -1.92-02-01 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 (TST6049) TAP -215-02-01 ASTM D 226 2006 PRI ConstructionMaterials 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) 13CA.12269 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: 2:1'2 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 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 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. TAMKO BUILDING PRODCUTS, INC. CERZEEKTAM KO Underlayments TECHNICAL_ SERVICES, LLC TAMKO® 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. 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. 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 tile shall be permitted in accordance with the FBC. TAMKO® Master ASTM D 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. TAMKO® Moisture Self -adhered, ASTM D 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 3-112" 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 tile 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. CREEKTAMKO BUILDING PRODCUTS, INC. TANIKO Underlayments9TECHNICALSEI`?VICES, LLC TAMKO® No. 30 ASTM ASTM D 226, Type 11 underlayment constructed from anon -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt TBP14001.3 FL12328-R7 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. 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'. TAMKOO 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. TAM KO® 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 FBG TAMKO@ 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 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. CRgEEK TAMKO BUILDING PRODCUTS, INC. TAMKO UnderlaymentsMTECHNICAL. 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 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. P Y • R • pqi''. E ti sF•`s'A: No 74021 33: STATE OF :tI/ ORI C?`% S`S O N A E% 101tir:ittt100 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. GREEK 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 BGIS Home i.., Log In ! User Registration Hot Topics .j Submit Surcharge Stats & Fac 3111 Product Approval t rE "USER: Public User Y Product Approval Menu > Product or Application SP.ards > Application List > Application Detail FL # FL5444-R10 ApplicationType Revision Code Version 2014 Application Status Approved Comments Archived droduct Manufacturer CertainTeed Corporation -Roofing Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 ma rk.d.harner@saint-gobain.com Authorized Signature Mark Harrier mark,d.harner@saint-gobain.com Technical Representative Mark D. Harrier Address/Phone/Email 18 Moores, Road Malvern, PA 19355 610) 651-5,847 Mark.D.Harner@saint-gobain.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida. Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE -59166 Quality. Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020' Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 R10 COI 2016 01, COI Nieminen,pdf Standard year ASTM D3161, Class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2008 Search https:llwww.floridabuildi ng.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtahlg07CSsoycOrl28CcpCJinUeXw7i bKvl UzOW 4hL8w%3d%3d 1l2 4/28/2017 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Florida Building Code Online Method 1 Option D 12/08/2016 12/14/2016 12/15/2016 02/07/2017 summary of Products s __._.. FL #Model, Numberor Name )Description 5444.1 CertalnTeed Asphalt Roofing i 3 -tab, 4 -tab, strip (no -cut-outs), laminated and architectural Shingles I asphalt roof shingles Limits of Use Installation Instructions Approved for use in'HVHZ: No j FL5444 R10 If 2016 12 FINAL ER CERTAINTEED Asphalt Approved for use outside HVHZ: Yes j Shingle FL5444-R10.pdf 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 Limits of Use Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEE-D Asphalt Shingle FL5444-R10:odf I Created by Independent Third Party: Yes j Cnntad Us :: 2601 Blair Stone. Road, Tallahassee. FL 32399 Phone: 850-487-1824 The State of Florida Is ann. AA/EEO employer. Copyright 2007-2013 State of Florida, :: Privacy Statement Accessibillcv Statement t: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The 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 underChapter 455,. F.S:, please click her=_ . Product -Approval Accepts: M9" RiA .4dh9 Crectit Card. 5£ Iill?L,, aMFTRICS ykJP https:llwww.floridabuilding.org/pr/pr ppp_dtl.aspx?param=wGEVXQwtDgtahlg07CSsoycOr[28CcpCJinUeXwTbKvlUzOW4hL8wg/o3d%g3d 2/2 I EXTERIOR RESEARCH & DESIGN, LLC. Certficote of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-1111 20 Moores Road FL5444-R10 Malvern, PA 19355 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida: The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida, Building Code, Residential Volume. The products described herein have been evaluated for compliance with the S"' Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report Is valid until such time as the named product(s) changes; the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes, TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "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 bythe manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen,. P.E. on 12/0812016. This does not serve as an electronically signed document. signed, seated hardcoples have been transmitted to the' Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled.by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity lERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. F TRINITY! ERD i 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 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 Prope Standard Year 1S07.2.5, R90S.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, 11905:2.6.1 Wind Resistance ASTM D7158, Class H 2008 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003" UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL(TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL(TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010. UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 96 28) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161& D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, 03462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC(TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/0312017 Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Certificate of Authorhntion #9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 2 of 12 i TRINITY ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'"„ XT- 25, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3 -tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle®, Grand Manor Shangle®, Landmark", Landmark`" IR, landmark'" Pro, Landmark!' Premium, landmark'm TL, Landmark'" Solaris and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGateT" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake TM" IR, Presidential Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 HatteraSTM, 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 TrinitylERD nor" Robert Nieminen, P.E. are, in any way; the Designer of Record for any project on which this Evaluation Report, or previous versions thereof,'is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire. Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, Indicating the shingles are acceptable for us in all wind.zones UP to Vasd = 150 mph (Vait = 194 mph). Refer to Section 6 for "installation requirements to" meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge; Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP -1 adhesive or Henkel PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Vaed = 150 mph (V It= 194 mph). 5.4.3 Classification by ASTM D7158 applies:to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3:1 Analysis In accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Salads') exceeds the calculated uplift force (FT) at a maximum design wind speed of Vasd = 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 Certainfieed 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-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 i t mow^' 1iRINI TY f ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements: Underiayment 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. Staplesarenot 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. Xrm 3p'IR- STLOWANDSTANDARDSLOPE ENGLISH 12" 12" 12" 505 nm) (305 mm)-- -(305 mm)—{ 1"(25mm) 5 t225l"(mnn), L- lent 5/a" (145mm5r '•lot AbiwoPlant METRIC "1131/a" Sealantr(25 1'• (25.mm) 6 I T Flgtan"1IJ3 use ;66Urnadsforewlyfrallsbit1& Use four nails and six spots of asphalt roofing cement* for every M1 shingle (Figura, 11-4). Asphalt roofing cement meeting ASTM D4586 Type 11 issuggested. I Roofing Cement Apply 1"(25 mm) spots 61 asphalt fooling cement under, each tab corner: Figure, II -4.' Use four flails irrrd six spot; ofaspbalt rznuait bn'sleep s(apes; CALMOiX, Excesstve use of roofing cement can cause shingles. to. blister. Hip & Ridge for CT20T", XT' 25, XT- 30, XTT" 30 IR: Cut Shingles 2" (50 nYn) Shingle shingle I I Shingle ' 1 Figure 11 -24. --Cul tabs, then Mina back to mak© cap shingles 6trglisb dimensions shown). i —5 12" (30 rlli`2 Eas e 25 mm) F 1h5'm' Noc:+ood0 g 1z dot Figure 11-2.5: Insla&won ofraps along the hips and ridges 6.4.1.1 For ASTM D3161, Class F performance use BASF "Soriolastic® NP1T""' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, Exterior Research and Design, I.I.C. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532,09.05-R11 FL5444-R]0 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.:1 ARCADIA'"'7 LOW AND STANDARD SLOPE lis0f,( nails for t'_toir fall Shingle located as shown below. Yl25mml ['(2t will + t I Nail Uu xaii — xail lug I Fizwv 2 Lie .rix naitsfar evgr•illl shingto. T'RINITY1 ERD STEEP SLOPE, l se Sit riaih and FOI`R shots of'mpllalt rooflog cemeni for every full shingle as ,bgwin bVI(m Appip aspli6 roofing coneot f"(2 nuo) frim exige of shingle. Asphalt co hii; cen;eut mewting.kNI'M 1)4,586 ligae li is sutrested. Hip & Ridee.forArcadia'": Cedar Crest", Cedar Crest'' IR r<•itmre two Six rmrls and filo spots of e1sphlell inafii ,, cinun/ ua stetyisl<,/ros. 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® NPi"""adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4 -inch along the sides of the headlap along a line % to 1-inch'from each.side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1 -inch diameter spot of NP1 or PL adhesive between the shingle layers. 8 (sD5 mm?" w Exterior Research and Design, LLC. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Hand -se ling adhesfve 4- 1/4" 314"'--.- Dab of asphalt cement between shingle layers Evaluation Report 3532.09.05-Ril FL5444-RlO Revision 11: 12/08/2016 Page 5 of 12 6.6 I BELMONTT"": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. I tt2' iiS:rr} - tr Ir a t 5L' t?Z rr-;oy 5 dda & si rails J TRINITY : ERD Steep Slope (greater than 21:12)`. Use. SEVEN nails and EIGHT spots of asphalt roofing cement'" for every full Belmont shingle. Apply asphalt roofing cement 1`° (25mm) from edge of shingle. See below_ Asphalt roofing cement meeting ASTM D4586 Type II is suggested. 7i'SYr'ni '7 ' 0 Ins ri21rfrn). 5'8't+n mnt a 51a' tJmmt t {25r .1 ... _.Roofatpce,tint. 6.6.1 Hip & Ridge for Belmontm: 6.6.11 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest`" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge b7911re 17.18.• Sha,11 le" Ridge. 18° Exposure Remove tape from the right side and.lasten SECOND Fasten thef' . left sideRIGHT FIRST 1A LEFT ignr•e 17-79: nslaflation ofShang100 R14je shingles on b1ps'and ridges 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastice NP1'""' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, LLC. Evaluation Report 3532.09.05 -RSI Certificate of Authorization #9503 FBC NON-HVHZ'EVALUATION FL5444-RIO Revision 11; 12/08/2016 Page 6 of 12 5, .,- - TRINITY ERD 6.7 CARRIAGE ,HOUSE SHANGLE®;AND GRAND MANOR SHANGLE6; LOW AND STEEP SLOPE STANDARD -SLOPE Use Seven nails.md(hree'stx,(s(if Lsphali roofing cemcm,lilrevery Itill Grand Simor Shaifoe ll c five n ils ind thr(t spats of .rslihtdl se five nail: (gr every fall tih9n<Je; t'oefing cement for every (till Cnrrhig . tlot:se Shangle'and((ittenittal Suter Apply zliliai ragfin cc:nrcnt I" (215 nun) from (xlgc of shill -k Pigure 77.4)..AsphA rooltng cemenumecting AS11f [4586'llpe_ 11 Is suggcsled. 5lt3" 8 51fi" 16 inrn) 220 mm) Hgore/7-r: Ace£ amd4firrv;erg.fir!!°[;runl:um+<rr,4hnrrgle, Crnrrkrg+e 11mise Sbangle or CenlenalaC.Slrlta. Rgtrrr 17-5: Irben ix0rlhig Grand a1twnr S(ranglnr riii steip slh/a. nsa cucen Smile and 11i mes(krtr ofatpbail ranging cerarur. 6.7.1 Nip & Ridge for Carriage House Shangle® and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles 6.8 LANDMARK"", LANRMARK`" °IR, LANDMAR04 PRO, LANDMAR.Kt"',PREMIUM. LANDMARK.'."' TLr'LANDMARK'"' SOLARIS, LANDMARK'"' S.OLARIS,IR,'NORTHGATE, LOW AND STANDARD SLOPE METRIC DIMENSIONS 17.' 143/4' 12" 1- -(305mm?— (375 mm)-- -x—(305 mm)— I (25 mm) Rele a Tape F 1 (25 mm)—"I Nail3ble ki LANDMARK TL 13'/2" 13" 131/2" 343 mm) —(330,mm)----(343 mm) -11 251"(25 mm) 1" (25 fam)— --- h._ grim 1,14: t A' favi rmlls,/nr nr+)+ f ill sbiiiglg. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authoriiation119503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 NorthGate: NAP 12" 14,3;4' AREA I+. 305 mint C9 L57- t.A..1 i (25 nn} iopemal l'no I:n:cern4lre i' 25mm—. Na:iing areae for low and standard slopes (from 2:12 to 2192) isal betr tson umer & Evm% I1ies as s ^vn abniw. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-1111 Certificate of Authoriiation119503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of asphalt roofing cenieiii for every full laminated shingle. See Won,. Asphalt rooting cement should meet STAl u4586'Iype if. AI)ply 1" .spots of'as(zluth roofing cement un(le cacti corner pnd al about' 12" to 13. In from e;ich &I -0e. METRIC DIMENSIONS i-- 12"— 305 mm) 1 r23 mrn) Nail AreaForSteep 25 m(n)'---- 143/4" --12 375 mm) (305 mm) lease Taoe 1 (25 mm)- ing Cement h. t .f TRINITY I ERD LANDMARK TL Figure 13-5.• Use, six nails andfour spots of t" asphalt rno.fing cement on steep slopes. NorthGate: STEEP 12" 14-3W 12" SLOPE —(305 mm)— — (375 mmj—•- —(305 mm- NAILING AREA ( NdiGn limits 1°(25 mm) behved i I tiv'er 1"(25 mm} Hall nes: Nailing areas for steep slopes (greater than 21:12) and "Storm -Nailing" Nail between lower 2 nail lines as shoein above. 6.8.1 Hip & Ridge for Landmark", landmark'"" IR, LandmarkT" Pro; Landmark" Premium, Landmark" TL, LandmarkT"' Solaris, Landmark'" Solaris IR, NorthGate: 6.8.1.1 Option 1:.Shadow Ridge'" or NothGate Accessory 12' 305mm) (250mm) 0,_ 0 — 415/tG4 5/1G isonim) (150mm) ( 125min) I (125(nm) Nath for Notch for Centering Centering 12' 131/4' X 305mm) (337mm) Notches for Alignment to NotchesforAli9wentto 5 the Top Edge of the Previous r the Top Edge of the. Prevlous / 8 L LCapfor5'(125nxn)Exposure ( m) Cap for 55/8'(141 mm) Exposure ( m) English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge— Exterior Research and Design, LLC. Evaluation Report 3532.04.05-R11 Certificate oJAuthodration #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 0 re Figure 13-5.• Use, six nails andfour spots of t" asphalt rno.fing cement on steep slopes. NorthGate: STEEP 12" 14-3W 12" SLOPE —(305 mm)— — (375 mmj—•- —(305 mm- NAILING AREA ( NdiGn limits 1°(25 mm) behved i I tiv'er 1"(25 mm} Hall nes: Nailing areas for steep slopes (greater than 21:12) and "Storm -Nailing" Nail between lower 2 nail lines as shoein above. 6.8.1 Hip & Ridge for Landmark", landmark'"" IR, LandmarkT" Pro; Landmark" Premium, Landmark" TL, LandmarkT"' Solaris, Landmark'" Solaris IR, NorthGate: 6.8.1.1 Option 1:.Shadow Ridge'" or NothGate Accessory 12' 305mm) (250mm) 0,_ 0 — 415/tG4 5/1G isonim) (150mm) ( 125min) I (125(nm) Nath for Notch for Centering Centering 12' 131/4' X 305mm) (337mm) Notches for Alignment to NotchesforAli9wentto 5 the Top Edge of the Previous r the Top Edge of the. Prevlous / 8 L LCapfor5'(125nxn)Exposure ( m) Cap for 55/8'(141 mm) Exposure ( m) English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge— Exterior Research and Design, LLC. Evaluation Report 3532.04.05-R11 Certificate oJAuthodration #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 9 27.-V.1 2sill t=i' jI" -,:,12r i Cerfait t:Pi.1ch 13 f r - 337 min) Align th.»se 3 T it 111ts to top- car le, n? 7 5., B per nliis e5i is a i104 mrk j NorthGate Ridge TRINITY'ERQ i 13 1/8" 333 mrn)----, - IM) (168 mm) NorthGate Accessory 1 aoSmmY2" Laying Notch I Figure 33 20:'flse laying nokb8s to center shingles on hips'; tried: rite es, and to locrite tee coned esposure. For ASTM D3161, Class F performance use BASF "Sonolastic® NP1" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest`", Cedar Crest— IR, hip and ridge shingles. Exterior Research and Design; LLC. Evaluation Report 3532.09:05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision11: 12/08/2016 Page 9 of 12 Centering 131%4` Notch 337 m } Align thosofInotchestolop 7 5/8' 194 flit edge of previous course. 1 NorthGate Accessory 1 aoSmmY2" Laying Notch I Figure 33 20:'flse laying nokb8s to center shingles on hips'; tried: rite es, and to locrite tee coned esposure. For ASTM D3161, Class F performance use BASF "Sonolastic® NP1" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest`", Cedar Crest— IR, hip and ridge shingles. Exterior Research and Design; LLC. Evaluation Report 3532.09:05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision11: 12/08/2016 Page 9 of 12 4_Wrty,1 NJ TRINITY ERa 6.9 PRESIDENTIAL SHARE'"' PRESIDENTIAL SHAKE'"' IR, PRESIDENTIAL SHAKE TLY11% PRESIDENTIAL SOLARIST"t LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each foil "Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below: apply -l' dtimeter spots of asphalt roofing cement under each shingle tab. After applying 5 nails In between die nailing guide tiles, apply 4 nails 1' Nailing 40" ---- above Ub cutouts malting certain tabs of overlying shingle cover nails. Guide Lines (1016 min) 51 — tt;3 mm} 141/4' It 11/2 30 mm) (362 mm) T NOTE: Apply nails on painted guideline. Figure, 16-6• Fastening Presktentfal a)idN sidentid Tf. Shake V diameter asphalt runfiog cement shingles on lain and standard slopes Figum 16-7.- Fastening Pi eshienttd andPimfdenttal T/L Shake sbingles, on sfeep slopes. 6.9.1 Hip & Ridge for Presidential Shake'". Presidential Shake'" IR, Presidential Shake TL'", Presidential Solaris'":. 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL°ACCESSARY Presidential accessory shingles can be.used,for covering hips and ridges. Apply shingles.'up to the'ridge (expose no more (ball 7" from the bottom edge of the "tooth." Fasten each accessorywlth two.fas- teners. The Listeners must be 0/4" long of 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 1.2 x 12% Portland, OR produces 97/8" x 131/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic6 NPI"" adhesive or Henkel "PL® Polyurethane Roof '& Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option. 2: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.10 HATTERA$TM IOW,. STANDARD AND STEEP SLOPE: I i§7n nrt r)u rr a I r utrmt Ixm"mit I Fflatre 15-3; 14+4ening Itrdfems Shhg4es all Iou.a tVandt"IfSlopes ror Imr and suarh rd slides. use Gee mails for each full Ilaltertc shingle us sluia'u nlov. Exterior Research and Design, LLC. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION mre) i"iguir i g, l' k"Icti.? ft fws Slii+ifm an :Prmf+.<lojRy For oke# ilnpcs, n,6 fire uails and egglu .. pas of asphalt rwfing aiancid for 'cnch full Il:uterm'shliigle as 31160 nixire. Appl I- 25mul). dh 1t,00, $IuA, of rnoRng.remrm ,Gc5911 D 4%*Ikpz"If sugmesled) meter curh mh coram Preasshiva u huo place; do not C%POW Cent nL AIMON: Tun much mnfin%cemau nun case sltiugh•,s imblisler. Evaluation Report 3532.09.05-Rll FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 6.10.1 Hip & Ridge for Hatteras": 6.10.1.1 Option.l: Accessory for Hatteras 2 fi 11TY ERpRI Figure 15-14; 18 t{jree pieee units sepatnte to mwhe 54 Hatteras,Acm.sory shingles. 6.10.1.2 Option "2: Cut Hatteras Shingles has\ems 98" {460 203' mlry mnil : spa : 25 m1. Figure'15-20. Cut Hatteras shingles to make cover cap. Figra-e.1521: lnstallatlon of caps along hips andrldges; 6:10:1.3 For ASTM D31-61, Class F performance use BASF 'Unola.stice NPlrm" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6,11 rHIGHLAND;SLATE"' HIGHLAND SLATE7T IR. LOW AND STANDARD SLQPE STEEP SLOPE: lise FIVE nails and F:{f.H1'spole of asphalt roofing cemcht" for Barb tub Higfiland Slate,shingle, for Miami -Dade, SIX azuls are required. Apply I" diameterspols of asphalt roof ng amens under each tab cornet Asphalt roofing cement meeting AS ll45J6 tlye Il h suggested. mgure 11.-,3: Use FAT itnily for etety Nzgblanef Slale sbfngla 9'— au.nl' zs—1 (25 .;-y sig SIX-4jtw rnb wdi ."d cnrdost RooPo+g Cement Figure 11-3A: Use! WE nails and eight spots ofospbldt roofing cmen f under eacb tab corner. CAUTION:; Sxcesslce use of roofing cement can cause shingles to blisler. 6;11.1 Hip & Ridge for Highland Slate'" Highland Slater" IR: Refer to instructions herein for Cedar Crest'"', Cedar Crest'm IR or Shangle Ridge •" hip and ridge shingles. Exterior Research and Design, LLC, Evaluation Report 3532:09.05.R11 Certificate olAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 9.1 I i I. I Iy___ __ 460 mm} Cap Cap Cap Cap Shingle Shingle Shingle :Shingle has\ems 98" {460 203' mlry mnil : spa : 25 m1. Figure'15-20. Cut Hatteras shingles to make cover cap. Figra-e.1521: lnstallatlon of caps along hips andrldges; 6:10:1.3 For ASTM D31-61, Class F performance use BASF 'Unola.stice NPlrm" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6,11 rHIGHLAND;SLATE"' HIGHLAND SLATE7T IR. LOW AND STANDARD SLQPE STEEP SLOPE: lise FIVE nails and F:{f.H1'spole of asphalt roofing cemcht" for Barb tub Higfiland Slate,shingle, for Miami -Dade, SIX azuls are required. Apply I" diameterspols of asphalt roof ng amens under each tab cornet Asphalt roofing cement meeting AS ll45J6 tlye Il h suggested. mgure 11.-,3: Use FAT itnily for etety Nzgblanef Slale sbfngla 9'— au.nl' zs—1 (25 .;-y sig SIX-4jtw rnb wdi ."d cnrdost RooPo+g Cement Figure 11-3A: Use! WE nails and eight spots ofospbldt roofing cmen f under eacb tab corner. CAUTION:; Sxcesslce use of roofing cement can cause shingles to blisler. 6;11.1 Hip & Ridge for Highland Slate'" Highland Slater" IR: Refer to instructions herein for Cedar Crest'"', Cedar Crest'm IR or Shangle Ridge •" hip and ridge shingles. Exterior Research and Design, LLC, Evaluation Report 3532:09.05.R11 Certificate olAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 11 of 12 E`y TRINITY ERD 6.12 PATRIOT'M: . LOW AND STANDARD SLOPE STEEP, SLOPE GSc FOUR n;tils fur c+cly full shingle lo(algid as shu t'n Belo+v. Use F61 R nails :nil four suns ofasplult roofin; (Tnienl for elcry hili Aingle as sli im-n ixlna: AsphrA ro ofiug ccntenl lidding ASi;11.1)4jBG Type 11 is sut;,L- led. Apply 1"('15 Chill) spots (if :Ispb:dt 1'Cxlling Sediani CCI11t1i1 :Li ShljiSll. Gat; [1(f k [-cessice use of roofing cement can causesfiingILs to blister: 5 LB•. s i333ix1 i 33.;;;t ;?a'3rmi I-, ias,na7 'ii$ Crlifi ncollnq Cement 6.12.1 Hip & Ridge for Patriot'm: Refer to instructions herein for Cedar Crest", Cedar Crest" IR, Shadow Ridge" NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.61. 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 CW requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC —QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.65-R71 Certificate o/Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 EXTERIOR RESEARCH & DESIGN, LLC. a F; is z Certificate of Authorization #9S03 TRIN T ,C prry- 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3532.09.05-1111 20 Moores Road FL5444-R10 Malvern, PA 19355 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance,with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling 'shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / 11905.2.6.1 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) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA AN£1983 Thelacsimle seal appearing was authorized by Robert Nieminen, P.E on 12/08/2016. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity) ERD does not have, nor does it intend'. to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD. is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not.have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved In the approval process of the product. S. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project.on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. f RINITYIERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTe6d Corporation, have demonstrated compliance with the following sections of the 51h Edition (2014) Florida Building Code and 5`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. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2008 REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM P3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & 03462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL(TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTMD3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 UL LLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report 3532.09:05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 f TRINI -Y I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XTT" 25, XT T" 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 T" Solaris and Landmark'" Solaris IR are fiberglass reinforced, Laminated asphalt roof shingles. 4.3 NorthGate" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL`" and Presidential Solaris" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 HatteraSTM , Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4 -tab asphalt roof shingles. 4.6 PatriotT" 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 fisted shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5A Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM 137158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Va:a = 150 mph (V& = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. S.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 133161, 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 Va,d =150 mph (Vint = 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 Vmd = 150 mph (V„It = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F:A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09:05-R11 Certificate of Autborizatlon #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 s _ 'f } 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3, 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section 8905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2,2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT20T",,X7!!1125, XTT" 30, XT` 3.618 LOW AND STANDARD SLOPE ENGLISH 1 12" 12" 12" 1"(25MM) Sealantlant 1"(25 mm) 5 t/e" (145 mm) 51&,foi Abi"od METRIC I+ 1" (25 mm) Sealant 1" (25mm} t Figuru I] -.I: Use fora• nails for every full sbing(e.. SLOPE Use four nalls.and sir spots of asphalt roofing cement* for every full shingle (Figure 11-4). Asphalt roofing cement meeting ASTivt 04586 Type II is suggested. Roofing Cement Apply 1" (25 mm)'spols of asphalt roofing cement under each tab corner. Figure lI.4: Use our hails and sErsjwls:bf'nsfiba i ceirrenE on sleep skilin CAUTION:'Excessive use of roofing ceoient can eauseshin,gles to blister. 6.4.1 Hip & Ridge for CT20", XT` 25, XT" 30, XT'" 30 IR: Cut Shingles 25V, I-2"(50nun Remove^ if——— tfr —— lc' Cap — — Cap 305 m) Shingle Shingle Shingle. Figriie ll-24:-Cut.labs, then Irprc back to make cap shh,40s English dinienslom shown). 305mm) 1m -- 25m) ` . 5 s 15 i• dol Figure 11-25: Installation of taps along the hips and ridgtc. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic" NP1'1" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research:and Design, LLC. Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09,05-1111 FL5444-RIO Revision 11: 12/08/2016 Page 4 of 12 X TRINITY IERI 6.5 ARCADIA"': „ LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for eve I)' full shingle (netted as shown below Lse.SI%: n.dls ,md FOUR spots of aspbalt roofing cement for etietti full Atingle as shown l eIO1v ipply aspbaft roofing c0lent 1"(75 m(n) front edge of sbiogle.:lsphah roofing ument ateetm; 1STM D 4736 Type If is suggested: ball Lena 1. Nall I — Ntll lG;i I fttl.rud: (so.ri.r rrtrilt fryr crew fn/t clritrgle. G .'r ., :, F},yore';: bwo six suite and firm' "puts of osphuh rotyhi cement on steel) stepcs. 6.5.1 Hip & Ridge for Arcadia'": Cedar Crest'", Cedar Crest- IR Use two (2), minimum 1% -inch long fasteners per shingle. For the starter shingle, place fastener 1 -inch from each side edge and about 2 -inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment, into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8 -5/8 -inch up from its exposed butt edge and 1 -inch from each side edge. For ASTM D3.161, Class. IF performance use BASF "Sonolastic® NPI'""" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertanTeed 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 ofthe headlap along a line % to 1 -inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1 -inch diameter spot of NP 1 or PL adhesive between the shingle layers. Hand-sealfrfg adhesive 4- 114" 3(4" — (+— Dake of asphalt cement between, shingle layers Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Ril Certificate ofAuthorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 Figure 17-18.• Sfiankle'° Ridge. 18' Exposure Remove tape from the right side t" JI and fasten SECOND Fasten the II left side,- 85/e RIGHT FIRST LEFT Figure 17-19, Listallntlon of Sbnngleo Rldge sbingles on bipsand ridges. 6.6.1.3 For ASTM 133161, Class F performance use BASF "Sonolastic® NP1T"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 6 of 12 i V' } TRINITY k ERD 6.6 BELMONT'" Low and Standard Slope Steep Slope (greater than 21:12): 2:1.2 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement` for every full located as shown below Belmont shingle. Apply asphalt roofing f cement V (25mm) from edge of shingle. Y See below. Asphalt roofing cement meeting ASTivI D4580" Type 11 is suggested. t__.. (,,,—.Y,,(ZS:nrY .. f: ,. t..nrrY-`I -•-- LA?alIma:, 1112138mm; ;. oAs'Atucnl ildsi( eaared I I- r (-5 17-10 1'i25rtm- l — XI.O rertd 25 r;tr.) 6.6.1 Hip & Ridge for Belmontm: 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.• Sfiankle'° Ridge. 18' Exposure Remove tape from the right side t" JI and fasten SECOND Fasten the II left side,- 85/e RIGHT FIRST LEFT Figure 17-19, Listallntlon of Sbnngleo Rldge sbingles on bipsand ridges. 6.6.1.3 For ASTM 133161, Class F performance use BASF "Sonolastic® NP1T"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-1111 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 6 of 12 TRINITY1ERD 6.7 'CARRIAGEHOUSE SHANGLE® ANE) GRAND MANOR SHANGLE®:' IOW AND STEEP SLOPE STANDARD SLOPE Use seven nails mld duce spots of asphalt roofing cement,l'Qr every, full Crand 8l Inor Maii4e t se fvq nils and dire Spots of asphalt_ Use (ire nails for cvctl' (ti(I Shstngleroolinfi' cemuu for even full Carria a House Sh uugle' tnti`C ntcnni I 25 unm} i25irati} 5Ai" 85/8" 16 mm} C220 rnm) Figure 17-4, Pse,/inr name fro• every fidl ,'rand tflmrot Slunti lr, Carriage RanceSbaggle. yr (1,weinrtril,Slrtte: Slate. Al)ply.isphalt iw iiiig cenienl I" (25 ilii) Froin edge iif AIiigle l (Qlhv 17-5). Asphalt roofing cement aiteolig ASTM D4586'Niv i1 Frgtonl7 S" iPbeurt(,etaGtrrgtGrga$dtrrnr.r,SGangGs itrsmy):.duprr, use srrea mails atilt lbree spo orfacphdU ronJLtg reuiegl_ 6.7.1 Hip & Ridge fortarriaRe House ShanRleO and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles 6.8 LANDMARK'.A°,"LANDMARK'--IR, LANDMARK`.'". PRO, LANDMARK'"' PREMIUM" L-ANOMARKT"" TL, LANDMARK"" SOLARISs.LANDIVIAR'Tt' SOLARIS"IR,.NORTHGATE LOW AND STANDARD SLOPE METRIC DIMENSIONS t2,. .143/4" 12" 1---(305 mm) --j-(315 min) -, (305 aw)--i i (25 mm) I Release Tape 1 (25 mm)-" vailable F Area LANDMARK TL NorthGate: 13'/2' 13" 13'/t" 343 mm)- --(330 mm)-- --(343 m1n)-`-1 1" (25 mm) 1".(25 nlln)-•I LYZ" Figurr t3 l' (-;ce janr xail> jnc tvri7 firlf sli/ngle. Exterior Research and Design, LLC. Evaluation Report3532.09.OS-Rll Certificate of Authorization #9503 FBC' NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/0$/2016 Page 7 of 12 SFA I-.-- (305 mm! 375 mm) 305 tiro) -+ t,'aiEv l'nkts' rte-, rI. {2rmmi Pp.=`n.4llnu" I,ow.rrnalIre, I'` 25-im1'.- Neirrig areas for law and slaudsrd slopes r(hrom P, f2 io 21:12) Nal 3ati;64n Itpper & 1-.71" 1489 8""• f "wit 8UQV9. Exterior Research and Design, LLC. Evaluation Report3532.09.OS-Rll Certificate of Authorization #9503 FBC' NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/0$/2016 Page 7 of 12 Nailing areas for steep slopes (greater than 21:12) and "Storm -Nailing" Nail between lower 2 nail rines as shown above. 6.8.1 Hip & Ridge for Landmark'"', Landmark'"" IR" Landmark'"' Pro, landmark'"' Premium, landmark'' TL, Landmark'" Solaris, Landmark'" Solaris IR, NorthGate: 6.8.1.1 Option l: Shadow RidgbTM or NothGate Accessory 12` 97/6" 305mm) (250mm) 6. t 6" 415/16" 415/16'— 150min) 050mro) r— ( 125mm) (125mm) 1' Notch for Centering t'Z'' 131r 15mm) LN tdhes for Alignment to the Top Edge of the Prev(ous TFiINITY ERQ STEEP SLOPE t!tt j Use six nails and four spots of asphall'roofing cement for every f(lll LANDMARK TL laminated shingle., See below. Asphalt rooting cement should meet Shadow Ridge, - 45TM 04586 IV )c II.Apply 1' spots of asphah roofing cemen( uude each corner and ;d shunt' 12" to 13" in h om each edge. 13112" 13" 13117' 343 mm) (330 mm) (343 mm) METRK DIMENSIONS 1"(25mm) 1"(25mm)-j I I 12.`—-143/•t" 305 nm) 12"-- 375 mm) (305 mm) I 1"-• 25 mmj - (25 mm) Roofing`Cemenl I Release Tape i Nail Area I Y, ._ 1- ftx Sleep'+-'— Figura 73-5.' use sir nails-andfour spots of I"—tip— 25 film) i" aspbdt roofing centent on steep slopes v Ra0ling Cement NorthGate: STEEP 12" 14-3r4" 12" SLOPE I-..-(305 mm) — •— (375 mrit}='" —(305 M* -•-I NAINAREA i le^- -.-Fi'r(25 MM) Naibnrbehwearlwire 1'(25 mm) --.-1c' n3t1 mac Nailing areas for steep slopes (greater than 21:12) and "Storm -Nailing" Nail between lower 2 nail rines as shown above. 6.8.1 Hip & Ridge for Landmark'"', Landmark'"" IR" Landmark'"' Pro, landmark'"' Premium, landmark'' TL, Landmark'" Solaris, Landmark'" Solaris IR, NorthGate: 6.8.1.1 Option l: Shadow RidgbTM or NothGate Accessory 12` 97/6" 305mm) (250mm) 6. t 6" 415/16" 415/16'— 150min) 050mro) r— ( 125mm) (125mm) 1' Notch for Centering t'Z'' 131r 15mm) LN tdhes for Alignment to the Top Edge of the Prev(ous 337mm) 17 m} t!tt English Dimension Shadow Ridge, - Exterior Research and Design, I.I.C. Certipcote o/Authorizatio'n #9503 FBC NON-HVHZ EVALUATION Metric Dimension Shadow Ridge'" Evaluation Report 3532.09.05-R11 FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 TRINITY, ERD A914,81310: Usa;lrtyingrrotcbes to venter "sbinglmpti bips and ridges, and to locrite W eonpcl al posure. 6.8,1.2. For ASTM D3161, Class F performance .use BASF "Sonolastic® NPl''" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant'', in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'"', Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 1- 11 1a5i ! 6' {'125 nim! 4:_...:.._(333 mm)•,:_._.> I'^ Gerbvh FL.1c6 6578 I-6 5/B" - 1 (16B mm). (168 min)I 13 Ira. 33 i ntr.) \ Align th-„ a / I} 1 Centering r7L hrs to top Notch — ed1Je 0 (i3G mm) 337 mm) \ liAgn IhesoplIC7lISf''}c rXP• 7 no edge oatf topedge ( 19 previous course. NorthGate Ridge NorthGate Accessory 12" Laying Notch e, 1 I 1 A914,81310: Usa;lrtyingrrotcbes to venter "sbinglmpti bips and ridges, and to locrite W eonpcl al posure. 6.8,1.2. For ASTM D3161, Class F performance .use BASF "Sonolastic® NPl''" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant'', in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'"', Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 J TRINITY iERD 6.9 PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKET"' IR PRESIDENTIAL SHAKE TL TM, PRESIDENTIAL SOLARIS' fr LOW AND STANDARD SLOPE: 51 r SLOPE:. For tote and standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each frill (residential shingle and shingle as shown below: apply I' diameter -spots of asphalt roofing cementunder eactr'shingle tab. After applying 5 nails in between the nailing guide lines, apply 4 nails 1' Nailing 1.-- 40" —tel above Nab cutouts maldlig certain tabs of overlying shingle cover nails. Guido blies (1016 mm) 5 1/4' 0511. n>) 14114" 1 112' 1801ITr) 362 mm) NOTE: Apply nails on painted guideline. Figure 16-6: FastenfngPresulenrtal and PresidadialTL Shake V diarneterasphait roofing cement skirtgles qn low and standard slopes. Ftgure 16-7: Fastening Presidential and Rreitdenttat TIT, $bake shingles on steep Slopes. 6.9.1 Hip & Ridge for Presidential Shake—, Presidential Shake'" IR, Presidential Shake TL'", Presidential Solaris'": 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL, ACCESSORY Presidential. accessory shingles can be used. for. covering hips and ridges. Apply shingles.up'-to the ridge (exTose no more than 7" from the bottom edge of the "tooth." Fasten each accessory'with trio fas- teners. The fasteners must be 134" long or longer, so they penetrate either 3/4' into the deck or completely through lie deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,.AL is 121`x 1`2".; Portland, OR produces 974- x 0,1/4" accessory.. 6.9.1.2 For ASTM D3161, Class F performance- use BASF "Sonolastic® NPJT"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. 6.10 LOW, STANDARD AND STEEP SLOPE: _g ' " , Y 1 'y.,• y. I f2'tll met I t9b'lai tl ( (999 axnl Yl'itl mrnl' 23Dn (2A inm) j236 e(a) (7Hl nim) I L J1--(25 turn) (25 mm) _I 40 mm) flewe an law eflul Slandarrl Mopes Iv)r Itnv-and staidard slopes. use five nails for ('01(1111 nmteris shiugle as Jiuvai above. Exterior Research and Design, U.C. Certificate ofAuthorizotion #9503 F6C NON-HVHZ EVALUATION irptim li-.): rrrtlr+liu; lIH1nYrtc.1l4vtlM n0 P'h1'(l.WilrY For steep .itoMn; ua; fire nails and riglu slu4s of asphilt roonAg cement for c1ih hilitl:nu a shin;( :Cs dlrenro"above. Alyelp I- 25mrtQ dimiciecFilt* of onfing.ckntem (AMM 1) 1586111k 11 wgtuetn tinder cuh Iah comm lire" ahlmA(: auto place:, do not esflose eeote'li.. CALiriON: Tao much rrxding conqu snn nurse >hiuglcs to blisli • Evaluation Report 3532.09.05-Ril FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 t TRINITY I ERD 6.10.1 Hip ,& Ridge for HatteraSTM: 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14.• 18 tbree plece units separate to nzea-e 54 Hatteras.Aceessoty shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles g„ 230 mm) I I I I F2s en 460-101n)'`{ go I — — 4606rnm) ( 203 rnf Cap Cap, Cap Cap j Shingly Shingle Shingle Shingle g31 Ffgure.15-20: CutHa#terps shM& to make cover cap: Figure 15-21 Fnstallaf4on of caps along lips and rktges: 6.10.1.3 For ASTM D3161, ClassF performance use BASF "Sonolastic® NPI" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. y.vx 6.11 HIGHLAND STATE"",,HIGHLAND SLATE'." IR LOW AND STANDARD SLOPE: STEEP SLOPE:. Figure It -J. Use FIVEpallsforetery111gbtandSlalcs6hrgla Use FIVE nails and EIGHT spots of asphalt roofing cement* for eacti full Highlalid. State shingle. For N la u -Dade, Six nails are required. Apply l" diameter spots of asphaltroolingcetuem undereach fab comer. Asphalt roofing ccmcnl meeing ASIMD45s6 i}jx,a Is suggested. I" ITYIm.t i, {nOmia (i19am— i• 4Y1 _ S9mFD'aAe requr"a aa9 n.ut. SUlnic(Mro nnds 1';lSmn) kul9Ee3-aitr anter — I aAe,it es'aho nl. — — RoofMg Camera Ftgive 11-3.4: Uso RIT itallr gitd etgbt rpott of aapbalt roofing centent•undar eacb'ta1i, corner CAUTION:lHxcressive use ofrooting cement can cause shingles to bflster. 6.11.1 Hip & Ridge for Highland State—, Highland Slate" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest— IR orShangle Ridge'" hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Certificate afAuthorizatlan 119503 FBC NON-HVHZ EVALUATION FL5444-RIO Revision 11: 12/08/2016 Page 11 of 12 TRINITY , ER[J 6.12 PATRIOTTm: LOW AND STANDARD SLOPE STEEP SLOPE Use. FOUR n;tils for every full shingle Itautlal as thotwt I 1,011iUsecRnaikandfoulsl)ols of 9sl h3h roofill-! mnlvnt for CVM full SHIMI c I.- 13.1;x' -+ I},n• -.+- `-E.ro• -... shnote as shown belo%v, A.y)halL rooliing cen oiL inecnngk,)Tly )4586 L'ype Il is in{ usleci. Apply 1'(25 nun) spots of usldlaft roofing Conch 1. ;v; shotylt. CAUTION l lsessive use of roaring conea( can utusc shiu!fes to busker. Y1nanlinq Gement,, 6.12.1 Hip & Ridge for Patriot'': Refer to instructions herein for Cedar Crest'", Cedar Crest" IR, Shadow Ridge", NorthGate o.r'Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC —QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, LLC; Evaluation Report 3532.09.05-1111 Certiflcote o/Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 4/28/2017 Florida Building Code Online BCIS Home Log In i User Registration i Hot Topics Submit Surcharge :;`. Stats & Fac t7flff9 _ Product Approval USER: Public User ProAud Aooroval Menu > PLodo r ArApplication Search > A Iic, ion _jg > Application Detail FL # FL12194-113 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc: Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc,com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoi Isinc, com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Links. - Search 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 PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden. Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC Q4 T4 Soffits.odf Referenced Standard and. Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https://www.floridabuildingorglpr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%o2fEHMrNrkL4bysALEZSXMjsX5GEO%2flCXzYpyxA%3d%3d 1/2 4/28/2017 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Code Online Method 1 Option D 08/27/2015 08/28/2015 09/04/2015 10/16/2015 04/05/2017 iufpmar)[_ofProducts.._ , ,.;" FL # TAlumunuml, Number or..Name Descrvptwn soffit panels12194.1 _^^ Coils Aluminum Soffit ` Aluminum Limits of Use Installation Instructions R3 II ALCIS001 Evaluation Report 2014 FBC 04 T4 f By: Zachary R. Priest PE -74021 by Independent Third Party: Yes n Reports Approved for use in HVHZ: No FL12194 Approved for use outside HVHZ: Yes Soffits.od Impact Resistant: N/A Verified Design Pressure: +80/-90 (Created Other: See Evaluation Report for limits of use, I Eva luatio Contact Us :: 2601 Blair Stone Road. Tallahassee Ft 32399 Phone: 850.487-1824 The State of Florida is an. AA/EEO employer, Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any .questions, please contact 850,487,1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have) one, Theemalls 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 cletermineif you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: WA a K Credit Gard Safe httpsllwww.floridabuilding.orgfpr/pr app dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CX2YpyxA%3d%3d 212 j FL12194 R3 AE ALCI5001 Evaluation Report 2014 FBC 04 T4 SOffltS.pd f Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee Ft 32399 Phone: 850.487-1824 The State of Florida is an. AA/EEO employer, Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any .questions, please contact 850,487,1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have) one, Theemalls 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 cletermineif you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: WA a K Credit Gard Safe httpsllwww.floridabuilding.orgfpr/pr app dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CX2YpyxA%3d%3d 212 Certificate of Authorization No. 29824 C' ZIOREEK17520 Edinburgh Dr 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 Emily. Report No. Standard Year Certified Testing Laboratories (TST1577) CTIA 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 1.986 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 61620-3. PRODUCT DESCRIPTIONS 318" F-Channet Preformed nominal 0.016 -inch thick, 3105 H-14 aluminum F -channel. See Appendix D for dimension drawings. 318" J -Channel Preformed nominal 0.016 -inch thick, 3105 H-14 aluminum J -channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019 -inch thick, 3105 H-14 aluminum'fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida. product approval under Rule 61G20-3. The manufacturer, shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration, for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INGCREEKSoffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135 -inch thick; 3105 H-14 aluminum soffit Raneis provided in 16 - inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 intilin.ft and foe the 'center vent' configuration. See Appendix D for dimension drawings. jkL- V11:YEM1: ltl'_ MEELMI 1.9__S(llltt.J'.OHE4 12" T4 Soffit Preformed nominal 0.0135 -inch thick, 3105 H-14 aluminum soffitanel's provided in 12- inch sections. The reported net free ventilation areas are 12.5 in` p/ lin.ft for the 'full vent' configuration and 4.2 int/1in.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FI -12194-R3 Page 2 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. i—ICHEEK. 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. aY pR 2015.08.27CE•N • 7F i,'z No 74021` 07:05:00 STATE OF .QJ _ 04l0 0 t Pry` O R t P N• Zachary R. Priest, P.E. e '9% Florida Registration No. 74021 i' ONA - .0 Organization No.ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under'this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not.have, nor will acquire, a financial interest in'any other:entity involved in the approval process of the product. APPENDICES 1) APPENDIX A –Approved Systems (7 pages) 2) APPENDIX 13– Installation Drawings (12 pages) 3) APPENDIX C –Design Wind Loads(4.pages) 4) APPENDIX D – Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42).2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall'conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FSC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: ALClSO01 a. 12"T4 Soffrt —12 -inch o.c. Fastener Fastener Location Location b. 12"T4 Soffit— 4 -inch o.c. Fastener Fastener Fastener Fastener Location l Location l Location l Location l c. 16" Q4 Soffit —16 -inch o.c. Fastener Fastener Locaati o-nn Location FL12194-R3 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. 1t,CREEK I. f§- TECHNICAL. SERVICES, LLC d. 1'6" Q4 Soffit— S -inch o.c. Fastener Fastener Fastener Location Location Location ALUMINUM COILS, INC Soffits Appendix A Approved,Systentis for 12 -inch overhang with F -Channel Approved System Numbers and Definitions 12F-#" Approved S stemsfor 124nch Overhang with F -Channel 12J-# Approved Systems for 124nch Overhang with J -Channel 16F-# Approved Systems for 164nch' Overhang with F -Channel 16J-# Approved Systems for 164rich Overhang with.J-Channel 24F-# Approved'Systems for 244nch Overhang with F -Channel 24J Approved Systems for 24 -inch Overhang with J -Channel Appendix A Approved,Systentis for 12 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F -Cannelh Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min:, 318 -inch head dia. nail, One (1) min. 3/8 x318 -inch One (1) min. 1 3/4 -inch long x 12E-1 16 Wood min. 1.25 -inch embedment spaced. Wood crown staple spaced 16 -inch 0.072 -inch dia. xmin. 3116- 40.,0inch 24 -inch o.c. O.C. inch head dia. trim nail spaced 36 -inch o.c. Max. Three (3) min.. 3/4 -inch x 114 -inch One (1.) min 3/4 -inch x 1/4 -inch One (1) min. 1 3/4 -inch long xinch12F-2 16 Wood crown staples in diamond pattern Wood crown staple spaced 8 -inch o.c: 0.072 dia. x min. 1/4 -inch 48 inch spaced 24-4nch 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. 1 314 -inch long x 0.072 -inch dia. x min. 1/4 -inch 48 16 -inch spaced 8 -inch o.c. crown staple spaced .8 inch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. AL015001 FL12194-R3 2of7 This evaluation report is provided for State of Florida product approval under Rule 61 62073, The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes4hatare not specifically.addressed herein. CREEK TECHNICAL: SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12 -inch overhang with J -Channel Wali Connection Eave Connection System Panel MDP No. No. Width psi Substrate Substrate F -Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4 -inch crown One (1) min. #8 x 112 -inch One (1) min 3n h x One (1) min. 1 314 -inch long x 12J-1 Max. Wood staples in diamond long x.318 -inch head diameter Wood staple1/4 -inch crown staple 0.072 -inch dia. x min. 1/4 -inch 49 Wood 16 -inch inch pinch diameterailwithmin. 3116- finishing n pattern spaced 24- screw spaced 16-incho:c. 12 -inch spaced 8 -inch o.c.. head dia. trip nail spaced 48- 64.2 o.c. and securing each inch head spaced inch o.c. connecting soffit to J -channel inch o.c. panel lap Approved Systems for 16=1nch`. 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 () 18 ga. 1!4 inch crown x One (1) min. 1.75 -inch xx0.072 16F-1 Max. Masonry One (1) 14 ga. 518 -inch long T nail Wood 1 -inch leg staples spaced max inch pinch diameterailwithmin. 3116- finishing n 53.3 12 -inch spaced max. 8 -inch O.G.4-inch o.c. and securing each inch head spaced panel lap 12 -inch o -c. One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x. 072 Max. Three (3) 18 ga.1/4-inch crown x 1- 1 -inch leg staples spaced max 0 -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. 3116- 53.3 spaced 16 -inch o. c. paneliap inch head spaced 12 -Inch o.c. Max. One (1) 3/8-inchhead dia. nail,; min. One (1) min 3/8 -inch x 3/8 -inch One (1) min. 1 3/4 -inch long x 0072 inch diax min: 16F-3 16 -inch 1Nood 1.25 -inch embedment spaced 24- Wood crown staple -spaced 16 -inch 3/16 -inch head dia. trim nail 25.6 inch o.c. o.c. spaced 36 -inch o.c. Max. Three (3) min. 3/4 -inch x 1/4 -inch One (1) min 3/4 -inch x 1/4 -inch One (1) min. 1 314 -inch long x 0.072 -inch dia x min. 114- 27 16F 4 16 -inch Wood crown staples in diamond pattern Wood crown staple spaced 8 -inch o.c. inch head dia. trip nail 36.1 spaced 24 inch o.c. spaced 48 -inch o.c. ALC1.5001 FL12194-R3 Page 3 of 7 This evaluation report is ,provided for State of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ro 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 Na. Width No: Width psf) Substrate F -Channel Substrate Panef.Attachment Fascia Cap Attachment Attachment Max. Three (3) min, 314 -inch x 1/4 -inch One (1) 18 ga. 114 -inch crown x One (1) min. 1.75 -inch x 23.5 16F-5 Max*One. Masonry 1) 14 ga. 518 -inch long T.nail Wood 1 -inch leg staples'spaced 4- 0.072 -inch diameter fi nishing nail with rriin. 3116- 43:316 -inch spaced 8 -inch o.c. inch o.c.. and.securing each inch head spaced panel lap 16 -inch o.c. Three(3)18 ga:114 inch crown x 1- One (1) 18ga. 114 -inch crown x One (1) min. 1.75 -inch x 0,072 -inch diameter 16F-6 16 -inch WoodMax. Wood inch leg staples in:diamond pattern Wood 1 -inch leg staples spaced 4- inch o.c: and securing each finishing nail with min. 3116- 43.3 spaced 96 -inch o.c. panel. lap inch head spaced 16 -inch o.c. Approved Systemsfor16-inch overhang with J -Channel Wall Connection Eave Connection System Panel MDP No: Width psf)., Substrate J -Channel Substrate Panel Attachment Fascia Cap Attachment, Attachment Max. Three (3) min, 314 -inch x 1/4 -inch One (1) min 314 -inch x 114 -inch One (1) min, 1 314 -inch long x 0.072 -inch dia. x 23.516J-1 16 -inch, Wood crown staples in diamond pattern spaced 24 -inch o.c Wood crown staple spaced 8 -inch o.c, min. 1/4 -inch head dia. trip 31.4. nail spaced 484ch o.c: ALC1;5001 FL.12194-R3 4of7 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 forwhich, this report is valid. This evaluation report does not express.nor.imply warranty, installation, recommended use, or other product; attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC 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 Attachmerit Attachment One (1) 18ga.1f44nch Nominal 1x2N crown x 1 -inch leg Norm SYP staples spaced Three (3) 18 ga. 114- anchored to 12 -inch ox. securing One (1) 18 ga. 114- One (1) mm 1.75 -inch x Max. inch crown x 1 inch rafter with one each panel lap inch crown x 1 -inch 0.072 -inch diameter 24F-1 12 -inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-90 diamond pattern inch x 7d ring One (1) min. 1.75 -inch inch o.c. 3116 -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. 3116 -inch head spaced 4 -inch o.c. One (1)18 ga.114-inch crown x 1 -inch leg Nominallx2; staples spaced One.(1) min. 1.5- No.2 SYP 12 -inch, o.c. securing One (1 } 18 ga. 114 - One (1) min. 1.75 -inch x Max inch x 11 a. g anchored to each anel.lap p inch crown x 1 -inch 0.072 -inch diameter 801 2417-2 12 -inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail.spaced 1) 7d x 2.25- One (1) min. 1.75 -inch inch o.c. 3116 -inch head spaced 16 -inch :o.c. inch ring shank x 0.072 -inch diameter 1.2 -inch o_c. nail 24 -inch o.c_ finishing nail with min. 3/164nch head spaced 4 -inch O.C. One (1) 18 ga.114-inch crown x 1 -inch leg Nominal 1x2 staples spaced No:2 SYP 12 -inch o.c. securing One (1) 18 ga. 114 - One (1') min. 1.75 -inch x Max One (1) 14 ga. 518- anchored to each panel lap inch crown x 1 -inch 0.072 -inch diameter 801 24F-3 12 -inch Masonry inch long T nail rafter with one. Wood leg staples spaced 8- finishing ;nail with min. 76.6 spaced 8 -inch o.c. 1) 7d X'2.25- One (1),min. 1.75 -inch inch o.c. 3116 -inch head spaced inch ring shank x 0.072 -inch diameter 12 -inch o.c. nail 24 -inch o_c. finishing nail with min. 3116 -inch head spaced 4 -inch o.c. ALC15001 FL12194-R3 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. 7 I CREEK Ota ' 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 Ranel 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 -spared Three (3) 18,ga.1/4- anchored to 12 -inch o.c. securing One (1) 18 ga. 114- One, (1) min. 1.75 -inch x Max inch crown x 1 -inch rafter with one each panel lap inch crown x 1 -inch 0.072 -inch diameter 24F-4 16 -inch Wood leg staples in 2, 1) min. 2.5 Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern inch x,7d ring One (1)min. 1.75 -inch inch ox. and securing. 3116 -inch head paced spaced 16 -inch o:o shank nail x 0.072 -inch diameter each panel lap 16 -inch o.c. 24 -inch o.c. finishing nail with min. 3/16 -inch head spaced 4 -inch o.c. One (1) 18 ga.1/4-inch crownx 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No:2 SYP 1'2 -inch o.c. securing; One (1)18 ga,. 1/4- One. (1) min., 1.75 -inch x Max. Wood inch x 11 ga, anchored to each panel lap inch crown x 1 -inch 0.072 -inch diameter 24F-5 16 -inch smooth shank rafter one. Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75 -inch inch.o.c. and securing, 3118=inch head. spaced 16 -inch o.c. inch ring shank x 0.072 -inch diameter each panel lap 16 -inch o.c. nail 244inch o.c: finishing nail with min. 3116 -inch head spaced 4 -inch O.C. One (1) 18 ga. 114 -inch crown x 1 -inch leg Nominal 1x2 staples spaced No.2 SYP 12 -inch o.c. securing. One (1) 18 ga. 114- 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-5 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 3116 -inch head spaced inch ring shank x 0.072 -inch diameter each panel lap 1'6 -inch o.c. nail 24 -inch o.c. finishing nail with min. 3116 -inch heaSspaced 4 -inch o.c. ALCI5001 FL12194-R3 6of7 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.SEF?VICES. 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 Nominat 1 x2 No -2 SYP scabbed between rafters with one,(1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25 -inch x 7d crown x 1 -inch leg No.2 SYP Three (3) 18 ting shank nail straight -nailed through staples spacedpOne 1) min. 1.75 -inch anchored to ga.1/4-inch crown the rafter Into the end 12 -inch o.c: securingehpanellap. each One (1) 18 ga. Y,- x 0.072 -inch diameter 24J-1 Max. rafter with one x 1 -inch leg of the batten or" (2) Wood inch crown x 1 -inch finishing nail with min. t60 12 -inch 1) min. 2.25- staples in diamond min. 2.25 -inch x.7ci One min. leg staples spaced 3116 -inch head spaced inch x.7d ring pattern spaced 16- ring shank nails. toe- g 72 diameterx0.072 -inch diameter 8 -inch O.C. 12 -inch o.c. shank nail inch O.C, nailed on either side of finishing nail with min: 24-inch:o.c. the batten at each 3)16 -inch head spaced batten/rafterr 4 -inch o.c intersection. Max. rafter spacing is 24=inch o.c. Nominal 1x2 No.2 SYP scabbedbetween rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. shank Wait nchx 7d ring shanksha crown x 1 -inch leg No.2 SYP Three 3 18O straight -hailed through staples spaced One 1 18 a. /,- O 9 One 1 min. 1.75 -inchanchoredtoga.1/4-inch crown the rafter into the end 12 -inch o.c. securing panel lapeachp inch crown x 1 -inch x 0.072 -inch diameter 24J-2 Max rafter with one x 1 -inch leg of the batten or two (2) Wood. leg staples spaced finishing Wait with min. t53.3 16 -inch 1) min. 2.25- staples in diamond min. 2.25-inch,z 7d One (1) min. 8 -inch o.c. and 3/16 -inch head spaced inchx 7d ring pattern spaced' 16- cin shank nails toe- 9 x 0.072=inch diameterdiameter securing: each panel 16 o.c. shank nail inch o.c_ nailed oneither side of finishing nail with min. tap inch 24 -inch O.C. the batten at each a/16 -inch head spaced batten/rafter 4 inch o.c. intersection. Max. rafter spacing is 24 -inch O.C. ALC 15001 FL12194-R3 Page 7 of 7 This evaluationreport is provided for State of Florida product approval under Rule 61,G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i CREEK TECHNICAL SE32ViCES, LLG ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note -Refer to the APPROVED SysTEMs section of this report for additional installation details of a selected system and maximum design pressures limitations. System. No. I Installation Detail 12F-1 & 12F-3 Min• 3 J -a" heal d;lu.. nai.1 with min, „ en^yagam".nt,{°er wo;xi 'sLiL-sc+-+_ca; ar min. 4.0.9711 dia .. T -nail oz .sr Lib with, min. 'S., B Gsoagamartl .or csncrete.. OL :L•10 -r eu«isti a*_;.). p. CQd as noted FASCIA SLIP BOARD ASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F CHANNEL Wocd, conc'- rorEl-zck 1% FASCIA LIP 1/4." STAPLE SOFFIT TO ASCIA BOARD ##TSO 8" X 3/8" STAPLE 1.6" O.C. S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 1:2'' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida productapproval 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 LM, TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No_ Installation Detail 3 s SOFFIT STAPLE OPEN RAFTER r' f DIAMOND PATTERN 3/4- x 1 /4-I I i ' D ETAI LCROWNSTAPLESl 11I t USING A DIAMOND , 3/0- SET -WEEN PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4" X 1/4' CROWNFACIA BOARD B' 1-3'/4" TRIM NAIL 1-3/4' TRIM NAIL STAPLE ON CENTER PAINTED S.S. F` CHANNEL CAN BE PAINTED S.S. 45' FASCIA CAPINSTALLEDWITHTHEQ.C. NAILING FLANGE UP OR 3/4' x 1/4" DOWN CROWN STAPLE SOFFfT- ma :. 12 -1 -.r1 -::h gpaxt WOOD SOFFIT SUBSTRATE SOFFIT & FAS"CIA DETAIL ALC15001 FL12194-R3 2of12 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 aTECHNICAL SERVICES, LLC System No. I installationDetail, OPEN RAFTER X. 1/4" CROWN STAPLE '24.' - CENTER VSING A DtfWOND' PATTERN. 12J-1 J–CHANNELsq 1-3/4' TRIM INAII awed t9; 3Of` --'t 42 PAINTED S,S. 45` ore;l.) x d;iare: cr SCTew., WOOD OR BLOCK SUBSTRATE ALC15001 SOFFIT --Mx. 1 -2 -inch span FL12194-R3 ALUMINUM COILS, INC Soffits Appendix'B V SOFFIT STAPLE 11 DIAMOND PATTERN i JE DETAIL FACIA BOARD a PETVEEN/ snw cs- ti moi, ASCIA GAP X 1/4" CROWN FACIA BOARD IE W ON CENTER 1-3/4' TRIM' NAFL PAINTED S -S. FASCIA CAP 3/4' CROWN STAPLE SOFFIT & FASCIA DETAIL 3of12 This evaluation report is provided for State of Florida product approval under Rule 61'G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation,, recommended use, or other product attributes that.are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J' TRIM NAILFASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT I E CROWN STAPLE OPEN RAFTER is FASCIA BOARD: a sa.,s-Ta+a 16F-1 SOFFIT & FASCIA 161-5 DETAIL L_ FASCIA CAP; REFER TO SOFFIT L FASCIA F" CHANNEL I DETAIL I SOFFIT: MAX. ib" 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 doesnot express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16F-3 No. I Installation Detail yin. 3/ a" ('rear] 61a nai'1 min. 1 ewaaC1amr,.nc{for woo.1 subat'rat*,i or vn7'1 Iiia. T -nail r s€u ail with min.. 5/8 ngag,3,rnenr (:";r. cpncr9,v.e or block eabstrate-1 , spaced as .n:t.ed above'. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL or Kcck Wal: STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1,14" 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. I` 3M ' ; SOFFIT STAPLE OPEN RAFTER I ; DIAMOND PATTERN 3/4' x 1/4- i ( ,' D ETAI L CROWN .STAPLES, USING A- DUNONO 1+-3a„ BE 1ttSTPLa . P.ATiERN FACIA, HOARD i FASCIA CAP 16F4 3/4` X 1/4" CROWNJS-S- 8' FACIA BOARD 1 STAPLE ON CENTER P1.-3/4- TRIM NAILA F-CHANNEL CAN BE PAINTED SS. 48" FASCW CAP INSTALLED WITH THE O.C. UNG FLANGE UP OR3/4" X 1 DOWN CROWN, STAPLE SOFFIT- riax . 6-,i?ch 'sp: WOOD. SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 6of12 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 t - TRIM NAIL I I I FASCIA BOARD PAINTED S.S. I FASCIA CAP SOFFIT I'q CROWN STAPLE. OPEN RAFTERIj j j FASCIA BOARD 1-M' CROWN - STAPLES SOFFIT & FASCIA USING A DIAMOND DETAIL 16F-2 & PATTERN; REFER, TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN' S P; REFER TO FT S FASCIATOSOFFIT 3„ \ DETAIL3(8 g F" CHANNEL 1 SOFFIT; MAK 16- SPA:Y WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALCI5001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation,report does not express nor imply warranty;. installation, recommended use, or other product attributes that -are not specifically addressed herein. CREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER f` 31WBEWED4 ti SOFFIT STAPLE GIST I DIAMOND PATTERN DETAIL1; rvE, FACL4 B e' OARo r 3/4' X 1/4" CROWN STAPLE _24- ONONCENTER USING A DIAMOND PATTERN FASCIA CAP 16J=1 HIM3/4" X 1/4" CROWNFACIA STAPLE "8- ON CENi"ER 1i—CHANNEL BOARD 1-3/4' TRIMNAI jS.S, PPAINTEDS:S. 48' FASCIA CAP O.C. 3/4',x 1/4' CROWN STAPLE SOFFIT—max:. 1c -inch span SOF WOOD OR BLOCK SOFFIT 8e FASCIA SUBSTRATE 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 TRV1 NAIL I I FASCIA BOARD I PAINTED CROWN S STAPLES- i—FASCIA CAPS USING A DIAMOND SOFFIT. i PATTERN; REFER: TO 11 1"e1" CROWN. STAPLE SOFFIT STAPLE DIAMOND PATTERN i DETAIL I I TRI I NAIL FASCIA BOARDFAINTED'S.S. SOFFIT & FASCIA DETAIL 24F-1-$ 24-F-401'z' CROWN STAPLE —. FASCIA CAP; REFER. TO SOFFIT i FASCIA DETAIL I Nominal 1'x2' SYP Batten Anchored to 3!8"1 SOFFIT; MAX. Y4" F -CHANNEL Rafters.vith one 7d Ri v iry R NaO at e very Rafter \ WD00 SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALCI5001 FL.12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This eval dation report does not express nor imply -warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. LCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation. Detail. 1 ` INIE NAIL FASCIA BOARD PALvTED S,S. I+ SMOOTH SHARK I I j I —FASCIA CAP ROOF NAILS SOFFIT CROWN STAPLE I. 1'TRIC! NAILt' :FASCIA BOARD PAINTED 5.5.. SOFFIT & FASCIA DETAIL 24F-2 & 24F-5 t'.4 CROWN STAnLE i FASCIA CAP;:REFER TO SOFFIT L FASCIA DETAIL Nominal 1"z2' SYR Batten Anchored to SOFFIT: MAX. 26` F -CHANNEL Raflers -ith ane 7d Ring Shank Nail at every Rafter WOOD SUBSTRATE ALC15001 FL12194-R3 10 of 12 This. evaluation report is provided for StateofFlorida product approval under Rule SIG20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report doesnot 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 } TRIM NAIL ! /. y—fASCIA BOARD r- PAINTED S.S. 1 I , l Yr. rl14GA;" T- -NAILS 1111A CAP SOFFIT 1^4" CROWN. STAPLE AIL1,2" TR6'1 NAIL— FASCIA BOARD PAWTEO S,S. r SOFFIT & FASCIA I DETAIL 24F-3 jI24F-6 I 1".4" CROWN STAPLE I- FASCIA CAP; REFER i. TO SDFFIT b FASCIA DETAIL i NOinal-I"r2" SYP Batten Amhored log SOFFIT: MAX. 24" F40,NEL ' Rafters vith one 7d Bing Shank NaO. at i every Fatter MASONRY i ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein_ LtXCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. InstalWon.Detail. 1}" TRIM NAIL BOARDFASCIA PAINTED S.S. I'x{' CROWN STAPLES USING A DIAMOND FASCIAFASCIA CAP SOFFIT PATTERN, REFERJO C¢NnEEVEREC CROWN STAPLE SOFFIT STAPLE RAFTER DIAMOND PATTERN DETAIL 11 FASCIA BOARD SOFFIT 8 FASCIA I { an NAIL DETAILPAINTEDS.S. 24J - &A1T' J -CROWN STAPLE 24J- 1 FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL 3.. Nona f' x 2- ", b.s. m 8 scabbed between ra.".ers and SOFFIT; MAX. 24' J -CHANNEL secured v.7th one (I) 7tl ring shank nal(stroigM•nellao Ihrou, the'nfW Into the end WOOD SUBSTRATE of the baden or two (2) 7d nog spank naps tce•nafled onieithersideofthebartera- the ba;tentrafter intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 Thisevaluationreport 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. o CREEK I TECHNICAL`SERVICES, LLC DESIGN WIND L.oADS 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 1, 11, 111, and IV buildings shall be as defined inSection 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„ t is shown in the tables below. Design pressures are multiplied by 0,6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60 -ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizonta'I dimension or 3 -ft. ALC15001 FL12194-R3 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 64620-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. nR EK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC15001 FL12194-R3 2of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other. product attributes that are not specifically addressed herein. Design Wind' Pressures for Soffits in Exposure B Building Type Zone Mean*, Basic Wind Speed::: m h Roof Height fit;` 1°Zp 130". 140 1._50. 1fi0 170 180 `19,0 200 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19'.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40' 18.3 21.5. 24:9 28.6 32.5 367 41.2 45.9 50.8 50 19.5 22:9 26:5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 Loads) 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 -.25.3 -29.6 -34.4 -39.5 -44.9 -50.7 -56.8 -63.3 70.1' 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 Loads) 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 1 21.7 1 24.3 27.1 1 30.0 5 40 1 11.7 13.8 16.0 18.3 20.8 23.526.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1L29.5 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 1 32.9 36.4 ALC15001 FL12194-R3 2of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other. product attributes that are not specifically addressed herein. f n' TECHfNIC'AL SERVICES, .LLC ALUMINUM COILS; INC Soffits Appendix C ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule69G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not. express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. DesigntWind'Pressures forSoffits; n Exposure G, ` Building Type" . Zone Mean Basle UVind S eed m h Roof Heightht ft ` 120 130:' "140 150 160:':. , 170 _ ` "180` . 190 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 35:44 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36:9 41:9 47.3 53.1 59.1 65.5 4 40 25:0 1 -29.4 34.1 39.1 44.5 50:2 56.3 62.7 69.5 50 26.2 30:8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31:9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39-6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62:0 69.5 77.5 85.8 50 -32.4 -38.0 44.1 -50.6 -57.6 -65;0 -72.9 -81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22:6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 1 40.2 44.5. 50 16.8" 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 1 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 1.5.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2- 36-1 40.2 44.5 50 16.8 19.7 1 22.9 26.3- 29.9 33.7" 37.8 42.1 46.7 60 17.4 20.5 1 23.7 27.2 31.0 1 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 Rule69G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not. express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. EEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC15001 FL12194-R3 4of4 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. Design`W.in0 Pressures for S.offitsin Exposure D"' Building.. TYpe Zone Mean Basic Wind Speed rn 'h . Roof ft 120 130 '140 , '150. 160 170 '180 9:90Heiht 200 20 26.0 30,5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 760.6 67.6 74.9 30 -27.9 -32.8 -38.0 -43.6 -49:6 -56.0 -62.8 -70.0 77.5 4 40 29.4 1 -34.5 40.0 45.9• 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 787.6 Negative 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 Loads) 25 33.3 39.1 45,3 52.0 59:2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 1 42.5 49.3 56.6 64.4 72.7 1 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 173 203 23.5 27.0 30.7 34.7 38.9 43.3 48.0 4 30 17.9 21.0 24.3 27.9 31.8 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 19:6 210 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23`.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 203 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 2.1.0 243 27.9 31.8 35.9 40.2 44:8 49.7 5 40 18.8 22.1 25.6 29.4 1 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 i 40.5 t 45.4 50.6 ALC15001 FL12194-R3 4of4 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, IL LC 3/8" F -Channel 318" J -Channel 3/8" _T: 3/4" r ,1/8" HEM 1 5L8" l j 3/4" i 11I ISOMETRIC VIEW 3/11" PROFILE ISOMETRIC VIEW. 318- PROFILE ALUMINUM COILS, INC Soffits Appendix D ALCI5001 FL12194-R3 Pagel of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Fascia 3/4 7/8" ALC15001 1/8" HEM" 6"FASCIA 3" BLANK FI -12194-R3 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D 2of4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. K TECHNICAL SERVICES, LLC 16" Q4 Soffit ALUMINUM COILS, INC Soffits Appendix D 0. 18' BLANK 3 / 8 PROFILE 2.625 REF. T1P. aPQ 0 P.1 [11, aaaa a oo ca i 0000 asP, 0 c aoao Of I QUVER PARERf v.FT LOWERS FORMED IN S4kE DIRECf10N-AS"Rf95) ALC150O1 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval. under Rule 61 G2073. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. rCREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 5/16" 3f 7/8" 1 3 1/ 1/2" 1f8" 1f8" 0.125 13.35' BLANK 3/8" PROFILE 2-625,9 5a TW. 3 1/8" ALUMINUM COILS, INC Soffits Appendix D 1/2" /_ Y 3/8" a o co Baca i UCU0PO "! o aaco oaaa Wr)F' I"L NER PATTERN fFLI I Sr LDLNERS FORMED IN SAME DI.4ECT10N AS R[95} END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval .under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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. 29824REEK17520EdinburghDr 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 Certified Testing Laboratories (TST1577) 5001 West Knox Street AAMA 1402 Tampa, FL 33634 Certified Testing Laboratories (TST1577) 813)249-9743 AAMA 1402 www.aluminumcoilsine.com Manufacturing: Tampa, Fl- LQualityQualityAssurance: PRI Construction Materials Technologies (QUA9110) SCOPE. ACIX-003-02-02 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) CTIA 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 9402 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 61620-3. PRODUCT DESCRIPTIONS 318" F -Channel Preformed nominal 0.016 -inch thick, 3105 H-14 aluminum F -channel. See Appendix,D for dimension drawings. 3/8" J -Channel Preformed nominal 0.01.6 -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 SoffitsF# 2nt TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135 -inch thick, 3105 H-14 aluminum soffit panels. provided. in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 int/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. Ifilfi' N.U.- ff ifi_. CEMF7l: YFHT GO110 HnN(J, 12" T4 Soffit Preformed nominal 0.0135 -inch thick; 3105 H-14 aluminum soffit Raneis 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 int/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3Page 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. y CHEEK TECHINICAL'SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tit U f111!1 R. pi, R, 2015.08.270.. , •'CENS S'g No 74021 1 w 07.05.00 04'00' p •• STATE O F.41J 10..T •4: O R V.." N Zachary R. Priest, P.E. r`SS' • ^ ` Florida Registration No, 74021 1/0NA- Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or'distributing products under this evaluation. CREEK Technical Services, LLC is not owned„ operated, or controlled by any company manufacturing or distributing products under this evaluation: Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B— Installation Drawings (12 pages) 3) APPENDIX; C — Design Wind Loads(4 pages). 4) APPENDIX `D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida, product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 INSTALLAT10N 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 l b. 12" T4 Soffit — 4 -inch o.c. Fastener Fastener Fastener Fastener Location Location Loc tion 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. r 2,'y CREEKii , TECHNICAL_ SERVICES, LLC d. 16" 04 Soffit — 8 -inch o.c. Fastener Loratinn l,I- Fastener Fastener ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12 -inch overhang with F -Channel APproved System Numbers -and: Definitions 12F-# Approved Systems for 12 -inch 'Overhan with F -Channel 12J-# Approved Systems for 12 -inch Over -hang with J -Channel 16F-4 Approved Systems for 16 -inch Overhang with,F-Channel 16J-# Approved Systems for 16 -inch Overhan with -J-Channel 24F-# Approved Systems for 24 -inch Overhang with F=Channel 24J-# Approved Systems for 24=inch Overhang with J -Channel Appendix A Approved Systems for 12 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1').min_3/8-inch head dia. nail, One (1) min. 318 x3/8 -inch One (1) min. 1 314 -inch long x 0.072 -inch dia. x min. 3116- 12F-1 16 -inch Wood min. 1.25 -inch embedment spaced Wood crown.staple spaced 16 -inch head dia. trim nail 40.0 24 -.inch o.c. o c inch spaced 36 -inch o.c. Max. Three (3) min. `314 -inch x 1/4 -Inch One (1) min 314 -inch x 1/4 -inch One (1) min. 1 314 -inch long x 12F-2 16 -inch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c: 0.072 -inch dia. x min. 1/4 -Inch 48 spaced 24 -inch occ. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. Max. One (1) 14 ga. 518 -inch long T nail One (1) min 3/4 -inch x 1/4 -inch One (1) min. 1 3/4 -inch long x 0:072 -inch dia. x min. 1/4 -inch 4812F-3 16 -inch Masonry spaced 8 -inch o.c. Wood crown staple spaced 8 -inch o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001 FL12194-R3 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12=inch, overhang with J -Channel Wall Connection Eave Connection System Panel MDP No. Width No. Width psf) Substrate Substrate F -Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Attachment Attachment One (1) 18ga- 114 -inch crown x Three (3) min. 3/4- inch x 1/4 -inch crown One (1) min. #8 x 112 -inch 16F-1 One (1) min 3/4 -inch x One (1) min. 13/4 -inch long x One (1)14 ga. 518 -inch long T nail 12J-1 Max. Wood staples in diamond long x 3/8 -inch head diameter Wood 1/flinch crown staple 0.072 -inch dia. xmin. 1/4 -inch 48 4 -inch o.c. and securing each 16 -inch pattern spaced 24- screw spaced 16 -inch o.c. spaced 8 -inch o.c.. head dia. trip nail spaced 48- 64.2 12 -inch o.c. inch o.c. connecting soffit to J -channel inch o.c. One (1) min. 1.75 -inch x ApprovedSystems.for 164nch:overhang with F=Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18ga- 114 -inch crown x One (1) min. 1.75 -inch x 16F-1 Max_ Masonry One (1)14 ga. 518 -inch long T nail Wood 1 -inch leg staples spaced max. 0.072 -inch diameter finishing nail with min. 3/16- 53.3 12 -inch spaced max. 8 -inch o.c. 4 -inch o.c. and securing each inch head spaced panel lap 12 -inch o.c. One (1) 18 ga 1/4 -Inch crown x One (1) min. 1.75 -inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1 -inch leg staples spaced max. 0072 -inch diameter 16F-2 12 -inch Wood inch leg staples in diamond pattern Wood 4 -inch o.c. and securing each finishing Wait with min. 3116- 53.3 spaced 16 -inch o.c. panel.lap inch head spaced 12 -inch o.c. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch.x318-inch One (1) min: 1 314 -inch long 16F-3 Max, 16 -inch Wood 1:25 -inch embedment spaced 24- Wood crown staple spaced 16 -inch x 0.072 inch dia. x min. 3/16 -inch head dia trim nail 25.6 inch o.c. O.C. spaced 36 -inch o.c. Three (3) min. 314 -inch x 1/4 -inch One (1) min. 1 3/4 -inch long 16F-4 Max. Wood crown staples in diamond. pattern Wood One (1) min 314 -inch x 114 -inch x 0.072 -inch dia. x min. 114- 27 16 -inch spaced 24 -inch o.c, crown staple spaced 8 -inch o.c. inch head dia. trip nail 36.7 spaced 48 -inch o.c. ALCI5001 FL12194-R3 Page 3 "of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16 -inch overhang with F -Channel Wall Connection Wall Connection Eave Connection System System Panel MDP MDP No. No. Width psf) Substrate Substrate F -Channel Substrate Panel Attachmen# Fascia Cap Attachment Attachment. Attachment Attachment Max. Three (3) min. 314 -inch x 1/4 -inch One (1) min 3/4 -inch x 114 -inch One (1) 18 ga, 1/4 -inch crown x One (1) min. 1 -75 -inch x 16J-1' 16F-5 Max. Masonry One (1) 14 ga. 576 -inch long T nail Wood 17inch leg staples spaced 4- Dng pinch diameter finishing Wait with min. 3116- 43.3 16 -inch spaced 24 -inch o.c. spaced -8 -inch o.c. inch o.c. and securing each inch head spaced panel lap 16 -inch o.c. One (1) 18 ga-114-inch crown x One (1) min. 1 -75 -inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1 -inch leg staples spaced 4- 0072 -inch diameter 16F-6 16 Wood inch lestaples in diamond patterng Wood inch o.c. and securing each finishing nail with min. 3116- 43.3 inch spaced 16 -inch o -c. panel lap inch head spaced 16 -inch o.c. Approved Systems4or 1.6 -inch overhang with.JI-C.hannei Wall Connection Eave Connection System Panel MDP No. Width psf). Substrate J -Channel Substrate PaneLAttachment Fascia Cap Attachment Attachment Max. Three (3) min. 314 -inch x 1/4 -inch One (1) min 3/4 -inch x 114 -inch One (1) min. 1 3/4 -inch long x 0.072 -inch dia. x 23.5 16J-1' 16 -inch. Wood crown staples in diamond pattern Wood crown staple spaced 8 -inch o.c: min. 114 -inch head dia. trip 31.4 spaced 24 -inch o.c. nail spaced 48 -inch o.c. ALC1,5001 I'L12194-R3 4of7 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 attnbutes 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 1x2NNormSYP crown x'1 -inch leg staples spaced Three (3) 18 ga.1/4- anchored to 12 -inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. inch crown x 1 -inch rafter with one each panel lap inch crown x 1 -inch 0.072 -inch diameter 24F-1 12 -inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-90 diamond pattern inch x 7d ring One (1), min. 1.75 -inch inch o.c. 3/16 -inch head spaced spaced 16 -inch o_c. shank nail x 0.072 -inch diameter 12 -inch o.c. 24 -inch o.c. finishing nail with min. 3/16 -inch head spaced 4 -inch o.c. One (1)18 ga.1/4-inch crown x 1 -inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 12 -inch o.c. securing One (1) 18 ga. 114 - 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 801 24F-2 12 -inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75 -inch inch o.c. 3/16 -inch head spaced 16 -inch o.c. inch ring shank x 0.072 -inch diameter 1.2 -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) 1.4 ga. 5/8- anchored.to each panel lap inch crown x 1 -inch D 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 x2.25- One (1) min. 1.75 -inch inch o.c. 3/16 -inch head spaced inch ring shank x 0.072 -inch diameter 12 -inch o.c.. nail 24 -inch o.c. finishing nail with min. 3/16 -inch head spaced 44nch o.c. ALC15001 FL12194=R3 Page 5 of 7 This evaluation report is provided for State of Flodda 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, LLG 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 sfaples spaced Three (3) 18 ga.114- anchored to 12 -inch c.c. securing One (1) 18 ga. 1/4- On&(1) min. 1.75 -inch x Max inch crown x 1 -inch rafter with one each panel lap Inch.crown x 1 -inch 0.072 -inch diameter 24F-4 16 -inch Wood leg staples in 1) min. 2.25- Wood leg -staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ringx One (1) min. 1.75 -inch inch o.c. and securing 3116 -inch head spaced spaced 16-in6h o.c. shank nail 0.072 -inch diameter each.pane) lap 16 -inch o.c. 24 -inch o.c. finishing nail with min. 3/16 -inch head spaced 4 -inch o.c. One (1) 18. ga. 1/4 -inch crown x 1 -inch leg Nominal 1x2 staples spaced One (1) min. 1:5- No.2 SYP 12 -inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. inch x 11 ga: anchored to each panel lap inch crown x• 1 -inch 0.072 -inch diameter 24F-5 16 -inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (l) -min. 1.75 -inch inch o.c. and securing 3/16 -inch head spaced 16 -inch o.c. inch ring shank x 0.072 -inch diameter, each panel lap 16 -inch o.c. nai1,24=inch ox finishing nail with min. 3(16 -inch head spaced 4 -inch o.c. One (1)18'ga.1/4-inch crown x 1 -inch leg Nominal 1x2 staples spaced No.2 SYP 12 -inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1 -inch 0.072 -inch diameter 24F-6 16 -inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 861-60 spaced 8 -inch o.c. 1) 7d x 2.25- One (1) min. 1.75 -inch inch o.c. and securing 3/16 -inch head -spaced inch ring shank x.0:072 -inch diameter each panel lap 1'6 -inch o.c. nail 24 -inch o.c. finishing nail with min. 3116 -inch head. spaced 4 -inch O.G. ALC15001 FL12194-R3 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. LCREEKITECHNICAL.. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved, Systems. for 24 -inch overhang with J -Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J -Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment, Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25 -inch x.7d ring shank nail crown x 1 -inch leg No.2 SYP Three (3) 18 straight -nailed through sta P spacedstaples One {1) min. 1.75 -inch anchorecJ to ga.1/4-inch crown the rafter into the end 12 -inch o.c. securing each panel lap One 1 18 a. Y,- O g x 0.072 -inch diameter 24J-1Wood Max. rafter with one x 1 -inch leg of.the batten, or two (2) inch crown x 1 -inch finishing nail with min. 60 12 -inch 1) min. 2.25- staples in diamond min. 2.251 --inch x 7d One min. 1.75 -inch leg staples spaced 3(16 -inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- 72x0.072 -inch diameter 8 -inch o.c. 12 -inch o.c. shank nail inch o.c. nailed on either side of finishing nail with min 24-inch.o.c. the batten at each 3/16 -inch head spaced bsectio o.c. Max, 4-inch intersection. M rafter 'spacing is 24 -inch o.c. Nominal 1x2 No.2 SYP subbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min: 225 -inch x 7d ring shank nail crown x 14nch leg SYP Three (3j ro strai ht-nailed,throu hg ` staples acedPP One 1 18 a. Y4 - O g One (1) min, 1.75 -inch anchored anchored to ga.1/4-inch crown the rafter into the end 12 -inch o.c. securing9 each panel lap inch crown x 1 -inch x 0.072 --inch diameter 24J-2 Max. rafter with one x 1 -inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. 53.3 16 -inch 1 ) min_ 2.25- staples in diamond min. 2.25 -inch x 7d One (1) min. 1.75 -inch 8 -inch o:c. and 3/16 -inch head spaced inch x 7d ringpattern spaced 16pP ring shank nails toeg side x 0.072 -inch diameter securing each panel 1 fi Inch o,C. Shank nail inch o.c. nailed on either of finishing nail with min.. lap 24 inch o.c. the batten at each 3116 -inch head spaced batten/rafter 4-inch-o.c. intersection. Max. rafter spacing is 24 -inch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid'. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A 1±= TECHNICAL.SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer t0 the APPRovEo SYSTEms Section of this reportfor additional installation details of`a selected system and maximum design presSureS.limitations. System No.. Installatton Detail Min. 3/e" head cia.. nail with min. en?aoamtnt•.(for woc4?.. sl.ibci:rate} or min. 7,4.97" di,:.I. T -nail os .stut, nai'i with min,. 5!c" e;ngagement(*.nr .,.a;tz rete or'.G.loCY Eua'tra-t-u) . ap kcsd a9: -noted a bo e.. FASCIA SLIP BOARD- I FASCIA TRIM SOFFIT (.OVERHANG WIDTH VARIES) 12F-1 & 12F-3 f" CHANNEL Concrete or. Cl+acic Nall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN., 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL. ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the. duration for which this report 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 " steaEN `, SOFFIT STAPLE OPEN RAFTER I DIAMOND PATTERN 3/4- x 1/4- ETAII CROWN STAPLESLD USING A DIAMOND t' —R- srnr s PLFS ii PATTERN FACIA BOARD rr FASCIA CAP 12F-2 3/4' X 1/4' CROWNJTPJMNAILFACIA BOARD 8" 11-3/4'TRIM STAPLE ON CENTER PNAIL F" CHANNEL CAN BE PAINTED SS. 48" FASCIA CAP INSTALLED WITH THE C: NAILING FLANGE UP OR 3/4' X 1/4" DOWN CROWN STAPLE SOFFIT- max. 12-rch span, WOODSOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL_ SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix 8 System No. Installation Detail. OPEN RAFTER 31 STAPLES , SOFFIT STAPLE. olsT I DIAMOND PATTERN J DEMILU:.' FACIA 'BOARD Wr VEENJ 3/4" X 1/4- CROWN STAPLE -24- ON CENTER USING A OIAMONO PATTERN.FASCIA CAP 12J-1 3/4" X 1/4" CROWNFACIA STAPLE 8" ON CENTER 1LSI—CHANNEL BOARD 1-3/4' TRIM NAIL jS.S.1PecredtqsoffitRAINiEDS.S. 48Wicnonei1i ,`• is FASCIA CAP 2" s 3/E" bead O•C• diame_er 4cxevr,. 3/4" X 1/4" e, c_c.. CROWN STAPLE SOFFrr—brax. 12 -inch span SOFI WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALCI5001 FL12194-R3 Page 3of 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. EEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail, 7 {' S.S. FASCIA BOARD PAINTED S,S% I I i FASCIA CAP SOFFIT 1-x4" CROWN STAPLE 1 OPEN RAFTER i FASCIA BOARD L 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT & FASCIA F" CHANNEL I DETAIL I. SOFFIT; MAX. 16 - SPAN MASONRY SUBSTRATE ALC15001FL12194-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 n TECHNICAL SERVICES. LLC. ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Mr,n. ,eadr1 laphii? mi:n. 1.111, s4igar.,ament!'for woo-,-! _.,v>tirat e,?. .r min: .vy:" dia. T-nsil or s_ub tail with min.. 5/L3" c,ncrar.a or block abat,rr ) :. spacsd as cored drove.. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 1617-3 F" CHA'NN:EL. Th STAPLE SOFFIT TO FASCIA RO°ARD #T50 3/8" X 3/8'" STAPLE 16" O.. C. FASCIA LIP 1/4`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. taCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix 8 System No. Installation Detail Mr BETWEEN `, SOFFIT STAPLE. OPEN RAFTER'` D IAM O N D PATTERN 3/4 x 1 /4• j D ETAI LCROWNSTAPLES USING A DIAMOND 3A' 9ETVEENJ PATTERN FACIA BOARD i FASCIA ,CAF 16F-4 3/4' X 1/4' CROWNJTRtIANMAILFACIA STAPLE 8" ON CENTER 11-3/4' PLF BOARD TRIM NAM CHANNEL CAN 'BE. PAINTED S.S. 48INSTALLEDFASCIACAPWITHTHE0C NAILING FLANGE. UP OR 3/4' X 1/4" DOWN CROWN STAPLE SOFFIT—;fiax. 16: finch span. WOOD SI SUBSTRATE SOFFIT FASCIA DETAIL ALC15001 FL12194-R3 6of12 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. n 4r, f CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix. B S.ystern No. Installation. Detail I 1 ' INTi NAIL , i—FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT i. CROWN STAPLE OPEN RAFTER I, I FASCU4 BOARD I'>Q CROWN STAPLES f SOFFIT & FASCIA USING A DIAMOND PATTERN; REFER Tp t DETAIL 16F-2.& SOFRT STAPLE 16F-6DIAMOND PATTERN — \ DETAIL FASCIA IT & REFER / \ TO SOFFIT b FASCIA 3„ DETAIL 9 Y CHANNEL 3/8- SOFFIT: MAX. 16" SPAN W / 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 1' p'" TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 1 31a$T `, SOFFIT STAPLE OISrL/r I k,DIAMOND PATTERN Q ETAI L BOARD 1 N/ STAPLLS. FACIA i 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN I FASCIA CAP 16J-1 3/4' 'X Ile CROWN STAPLE '9" ON CENTER 1-3/4' TRIM NAIL FACIA BOARD J -CHANNEL 1-3/4' TRIM NAtLJ PAINTED S.S. PAINTED S:S_ 48' FASCIA CAP O.C. 3/4' X T/4' CROWN STAPLE SOFFIT-naz. 16 -inch spar SOFFIT wooD OR BLOCK SOFFIT 8t FASCIA SUBSTRATE D ETAI L ALC1S001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration'for which this report 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 8 System No. Installation Detail. t}" TRW NA;L FASCIA BOARD PAINTED S.S. ^ J 1%4; CROW STAPLES USING A DIAMOND FASCIA CAP SOFFIT EFER TTOPATTERN:: REFER It 1':q" -CROWN STAPLE SOFFIT STAPLE DIAHOND PATTERN i OETAIL-- 1 TRIH.NAIL PAWTED S.S. FASCIA BOARD SOFFIT & FASCIA DETAIL 24,F-1 8 t 24F-4 74" CRDWN STAPLE FASCIA CAP; REFER I Noninat t"x2" SYP TO -SOFFIT L FASCIA DETAIL 3. \ 8 F -CHANNEL Batten Anchored to Rafters; with oae 2d SOFFIT; MAX, 24" 3/8 AIN shank NaiC ah WOOD SUBSTRATE l eye„ry Ratter i I SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61:G20-3. The manufacturer shall notify”°CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. n:CREEK TECHNICAL SEFZVtCES, LLC ALUMINUM COILS, INC Soffits Appendix B System.No. Installation Detail 1:{IE NAIL FASCIA 'BOARD PAINTED 5.5. U}" SMOOTH SHANK 1 li FASCIA CAP ROOF. NAILS SOFfI` 1"xt' CROWN STAPLE f 1 L' TRIM NAIL, FASCIA BOARD PAIN E, I 4 SOFFIT & FASCIA 24F-2 & DETAIL 2417-5 i WN. CcrC"STAe FASCIA CAP; RIFER 70 SOFFIT d FASCIA DETAIL 1'x2' STP Batten Anchored To SOFFIT; MAx. 24` F-CNAN40. Ratters with one Td Ring: Shank Nail at, - every Rafter MOOD SUBSTRATE 1 ALC1500.1 FL12194-R3 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. h* rs CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No.. Installation Detail 1 {' TRIM NAIL - / { FASCIA BOARD PAINTED S.S. l 146k{" T -NAILS st I l—FASCIA YAP' SOFFIT I I -q- CROWN STAPLE 1 {" TRIM NAIL FASCIA BOARD, PAINTED S.S. Ij SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 i`r" CROWN STAPLE FASCIA CAP; REFER 1 TO SOFFIT -L FASCIA i DETAIL Nominal 14x2' SYP i F=LHANNEL Batten Apchored.to 50FFff, MAX, 24" Rafters with one Td Ring Shank N&at I ''( every RAfter' MASONRY—' i t ALC 15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61132M. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout'the duration for which this report 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 js TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail, t it I }" TRIM NAIL FASCIA. BOARD PAINTED S.S. I'X}- CROWN STAPLES US14G A DIAMOND FASCIA CAP SOFFIT PATTERN. REFER TO ILEVERED 1CANT /— t'CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD SOFFIT -& FASCIA I }" TRIM NAIL PAINTED S.S. DETAIL 24J-1 & I"X} ERowN sTnPIE 24J-2 FASCIA CAP; w REFER TO SOFFIT t FASCIA DETAIL 9- Nomna! 1" x 2' SYP batlCn4 uabretl en ravers and SOFFIT; MAX: IA" 3/8A J -CHANNEL nth a 7a.!ingsh.nk n viffi one 6shankaaR. slroibhbnalled throe roller In7b tha end W000 SUBSTRATE -of LY bba an ttvo (2),7date ri5ttanl. napR s tce-natlaC onng61h- Sade of the oahem a1 the ba;tenxafleT intersea0an it 1 SOFFIT, STAPLE 01AMON0 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. CREEKTECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, 11, 111, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are providedonlyfor walls/soffits with a mean roof height less than or equal to 60 -ft. 4. All calculations are based on an effective wind area of 10-fe or less_ 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind, directionality factor, Kd = 0.85 7. V„ n is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610'.9.4 of the FBC. 8. Projects with mean roof heights greater than 60 -ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean. Roof Height), whichever is smaller, but not less' than either 4% of the least horizontal dimension or 3 -ft. ALC15001 FL12194-R3 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. CREEKRZ`0`PrA. LIM TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,, installation, recommended use, or other product attributes that are not specifically addressed herein. Desi n,Wind,Pressures for Soffits in Exposure B Building. Type: Zone Mean Basi o Wind S eed, mph) Roof 120` 1.30 140 15Q 160 170 180. 190. Hei ht ft no 20 16.9 19.8 22.9 263 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 1.83 21.5 24:9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20..8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 30 20.8 24.4 283 32.5 37.0 417 46.8 52.1 57.8 40 -22.6 -26.5 -30.7 -35.3 -40.1 -45.3 1 -50.8 -56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.2 21,7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30:0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13,8 1 16.0 18.3 20.8 23.5 1 26.4 29.4 32:5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30:0 25 10.8 12:7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30,0 5 40 11.7 118 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty,, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL_ SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC 15001 FL12194-R3 3of4 This evaluation report is provided for State of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are, not specifically addressed herein. Design Wind Pressures for Soffifs.in a0os&,6'C, Bunn 9. Type Zone . Mean .., V Basic! ,Ihd S eed (rhh, N Roof 12ei , ft .: 0 130 = ,140 150 160 -, 170 180 1.90 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 -23.6 -27.7 -32.1 -36:9 -41.9 -47.3 -53.1 -59:1 65:5 4 40 25'.0 29,4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59_0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42:5 48.3 54.6 61.2 68.2 75,5 Negative Loads) 20 26:7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32:8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 -29.1 -34.2 -39.6 -45:5 -51.8 -58.4 -65.5 -73.0 80:9 5 40 30.9 36.3 42:1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33:6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 932 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19:7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17:7 20:6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 1.6.0 1.8.8 21:8 25.1 28.5 32.2 36.1 40.2 44.5 Enclosed 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43:7 48:4 Positive. Loads) 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 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40:2 44;5 50 16.8 1 19.7 22:9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 1 20.5 23.7 27.2 31.0 35.0 39.2 43.7 1 48.4 ALC 15001 FL12194-R3 3of4 This evaluation report is provided for State of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are, not specifically addressed herein. x.. x` EEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Desi n'11Vind Pressures`for.Soff ts,imExposureD .. Building Type. Zone Mean Baslc,WndJ S eed, m li Roof 120 130 140 150 160 •170 180 190Heightft 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 4 30 27.9 32.8 38.0 43:6 49.6 56.0 62.8 70.0 77.5 40 -29.4 -34.5 -40.0 -45.9 -52.2 -58.9 -66.1 -73.6 81.6 50 30.6 35.9 41.6 47:8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 789.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 3.4.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36:2 42.5 49.3 56.6 64.4 72.7 81.5 1 -90.9 100.7 50 37.7 1 -44.3 51.4 1 -58.9 67'.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 4712 52.2 50 19.6 23.0 28.7 30.6 34..8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 4.0.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38:9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 1 30.6 34.8 39.3 44.1 1 49.1 1 54:4 60 20.2 1 23.7 1 27.5 1 31.6 35.9 40.5 45.4 1 50.6 1 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F -Channel 3/8" 3/4" — 3/8" J -Channel r- 1/8" HEM. 1 518" 3/4" J- 3/8' ALC15001 FL1.2194-R3 ISOMETRIC VIEW 318" PROFILE ISOMETRIC VIEW 318" PROFILE ALUMINUM COILS, INC Soffits Appendix D 1 bf 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 1/8" HEM 5 3!4"' 6"FASCIA 7 BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 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. CREEKTECHNICAL SERVICES, LLC 16" 04 Soffit ALUMINUM COILS,, INC Soffits Appendix D 18' BLANK 3 / 8 PROFILE 2.625 50 IYP. OC CC( MOF LOUVER PATTERN (FUlt "SCALE) LOtNERS FORMED IN .SAME" DIREC-DON:-.AS RIBS) ALC15001FL12194-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.impiy warranty; installation, recommended use, or other product attributes that are, not specifically addressed herein.. 3 t 4ue,. CREEK TECHNIC :t_ SER'VICEs, LLC 12" T4 Soffit 31/81, 7/8" 3 1/8" 7/8" 5/16" 1/2" f 1/2" 1/2" 1/2" 1/2" 314" I f / 1/8 1/8" 3/8" 13.75" BLANK 3/8 PROFILE 2.625 REF. SD M. 25 11P. 3,125 il?. ALUMINUM COILS,. INC Soffits Appendix D f i ao o I 11 'UU0U aa o 1YIDP i 0.h P T'fERN All C-' F1 L,,,VERs FO ME-'1 .IN SN , bIREC7;ON FS RIBS) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61620-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report 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 SCIS Home Log In User Registration Hot Topics i Submit Surcharge ; Stats & Facts i Publications FSC Staff i SCIS Site Map I Links 1 Search j b11 Product Approval USER: Public User Product Approval Menu > r_rnciucLor ApQLCion Search > AOaEoJiOn LIst > Application Detail FL # FL13192-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng,zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE -24121 Quality Assurance Entity Intertek Testing Services NA, Inc, Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13192 R4 COI RIO - Certificate of Independence PDF t 1, Referenced Standard and Year (of Standard) Standard Year e ASTM C1186 2007 ASTM E330 2002 t w4 Equivalence of Product Standards gla Certified Byi Florida Licensed Professional Engineer or Architect f r FL13192 R4 Eouiv ASTM C1186 Equivalency Sioned.odf https://www.floridabui lding.org(pr/pr_app_dtl.aspx?param=wGEVXQwtDgtsk%2bGnU u47ogxm aH RnH II D4CXwhKRgKDf7RrxW wZsbgA%3d%3d 113 4/28/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/17/2015 Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 iumma _ of Products FL # i Modet, Number or Name Description 13192.1 j Cemplank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes 4 FL13192 R4 II ER RIO -2553-15 Plank metal wood.pdf Approved for use outside HVHZ: Yes FL13192 R4 II ER RIO -2557-15 Plank Shingle CMU.pdf Impact Resistant: N/A 1 FL13192 R4 II ER RIO -2577-15 Plank to WSP Sheathing.pdf Design Pressure: N/A I1 FL13192 R4 II Install CemPlank Siding.pdf Other: For use in HVHZ install in accordance with NOA 15- FL13192 R4 II NOA 15-0122.04.pdf 0122.04. i Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R4 AE ER RIO -2553-15 Plank metal wood.pdf FL13192 R4 AE ER RIO -2557-15 Plank Shingle CMU.odf j FL13192 R4 AE ER RIO -2577-15 Plank to WSP Sheathing.pdf I FL13192 R4 AE NOA 15-0122.04.odf 1 Created by Independent Third Party: Yes 13192.2 HardleP.lank Lap Siding fiber -cement lap siding LimitsLimits of Use f Installation Instructions Approved for use in HVHZ: Yes Fl_1_3192 R4 II ER RIO -2553-15 Plank metal wood.odf Approved for use outside HVHZ; Yes I FL13192 R4 ITER RIO -2557-15 Plank Shinole CMU.pdf Impact Resistant: N/A 1 'FL1319'2 .R4 II ER RIO -2577-15 Plank to. WSP Sheathing.pdf. Design Pressure: N/A I FL13192 R4 II Install HardiePlank.Siding, odf Other:.for use in HVHZ install in accordance with NOA 15- I FU3192 R4 3I NOA.15-0122.04.ddf 0122.04: Verified By,. Intertek Testing Services NA Ltd. Created by Independent Third Party: No i Evaluation Reports FL13192 R4 AE ER -RIO -2553-15 Plank metal woocl.pcl FL13192 R4 AE ER RI0-2557-15 Plank "Shingle .CMU:pdf FL13192 R4 AE ER RIO -2577-15 Plank to WSP Sheathing,pdf FL,13192 R4 AE NOA 15-0122:04:pdf Created by Independent Third_ Party Yes 13192.3 HardieShingle Individual Shingles i fiber -cement individual cladding shingles Limits of Use I Installation Instructions Approved for use in HVHZ: No FL13192 R4 II ER RIO -2555-15 Shingle metal wood pdf Approved for use outside HVHZ: Yes i FL13192 R4 II Install HardieShingle Siding.pdf Impact Resistant: N/A Verified By: Intertek Testing Services NA Ltd. Design Pressure: N/A Created by Independent Third Party: No Other: I Evaluation Reports FL13192 R4 AE ER RIO -2555-15 Shingle metal wood.odf Created by Independent Third Party: Yes 13192.4 i HardieShingle Panel fiber -cement notched shingle panels (straightedge istaggered edge half round edge) Limits of Use i Installation Instructions . Approved for use in HVHZ: No 1 FL13192 R4 II ER RI0-2555-15 Shingle metal wood odf Approved for use outside HVHZ.-Yes FL13192 R4 '11 ER RIO -2557=15 Plank Shingle CMU.pdf . Impact Resistant: N/A I FL13192 -R4 II Install HardieShinale Siding.pdf " Design Pressure: N/A I. Ver.ified.By: Intertek Testing Services NA Ltd. Other: Created by Independent Third, Party: No. Evaluation Reports FL13192 R4 AE ER RIO -2555-15 Shingle metal wood.pdf FL13192 .R4 AE ER RIO -2557-15 Plank Shingle CMU.pdf' Created by Independent Third Party: Yes 13192.5 Prevail Lap Siding i fiber -cement lap siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes I FL13192 R4 II ER RIO -2553-15 Plank metal wood.pdf httpsJ/www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 2/3 4/28/2017 Florida Building Code Online Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ install in accordance with NOA 15- 0122.04. FL13192 R4 II ER RIO -2557-15 Plank Shingle CMU.pd FL13192 R4 II ER RIO -2577-15 Plank to WSP Sheathing odf FL13192 R4 II Install Prevail Lao Sidina.odf FL13192 R4 II NOA 15-0122.04.odf Verified By: Intertek Testing Services NA Ltd. Created by Independent Third Party: No Evaluation Reports FL1.3192 R4 AE ER RIO -2553-15 Plank metal wood.odf FL1.3192 R4 AE ER RIO -2557-15 Plank Shingle CMU.Ddf 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 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyrldht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the Ilcensee. 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 ate a licensee under Chapter 455, F.S., pleasedick here . Product Approval Accepts: Wj 0-9 ECE Credit Card Sate https://www.floridabuilding.org/prlpr_app dtl.aspx?paranl=wGEVXQwtDgtsk%2bGnUu47ogxmaHRnHIID4CXwhKRgKDf7RrxWwZsbgA%3d%3d 313 Florida ProductAppo HardiePlankO 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 firePlank, 19. Lap Siding NJamesHardie EFFECTIVE SEPTEMBER 2013 INSTALLATION REQUIREMENTS - PRIMED &COLORPLUSqPRODUCTS VtItse;cni„for the most recent version. SELECT CEDARMILLp• 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 VOiDTHE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONE"" PRODUCT INSTRUCTIONS. INSTALLATION OF HZ100 PRODUCTS OUTSIDEAN HZ10'} LOCATION WILL VOID YOURWARRANTY. TO DETERMINE WHICH HARDIEZONE" APPLIESTO YOUR LOCATION, VISIT WWW.HARDiEZONE.GONI OR CALL 1-866-942-7343 (866 JHARDIE) STORAGE & HANDLING: Store flat and keep dry and cnvered prior to installation. Installing siding w,el or saturated may result in shrinkage at bull joints. Carry planks on edge. Protect edges and corners from breakage. !aures Hardie is not responsible for damage caused by improper storage and handling of the product._, 0 CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. P ositien culling station so hatwind will blovi dust avhiy from user t . Cut only using snore and snap, or shears (manual, electric or pneunkatir.). and others in wo <ing area. 2. Position cutting station In well -ventilated area 2. Use one of the taltwring methods: a Best: i. Snore and snap Ii. She,= (tt>ilnwl, elocric or poeumalic) NEVER use a po'mr saw indoors b. Better: I. Dust reducing drculu taw aqt ripped with a NEVER use a circular saw b4xle that doss not curry tie hardoPJade, saw blade tradonark HanlieBlade` sawblade and HEPA vacuttnn extrxtion NEVER fJry sweep — Use wet suppression or HEPA Vacuum o. Gaud: 1. Dfistreducing circular mw with a Hardt(Bl tide saw. blade ally Lw,, for lav to moderate nulling) Importait Note,. For maxinmt proteclio t (lov^t respirable dust prrxhx:tion)„tames t4ardia recommiends always u>.ng "Bast' -level cutting methols Mere feasible. NIOSi i -approved respiratois'can be used in conjunction with above cutting practices to further reduce dust expcsutm. Additional exposure information is available at wrpw.)nmeshardie.com to help you delpmLine the most appropriate cutting method foryourjoh requirements. If concern stili exists about exposure levels or you do not comply with the above pradices, }ou should ahneys mrsvlt a qualified industrial hygienist or contact James Hardie for further inforimliot: 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 regtdfernents. Irregularities in framing and sheathing can rnirrur through the finished application. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www, jamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed With penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWraps Weather Barrier, a non -woven hon -perforated housewrapt, which complies with building code requirements. v- When installing James Hardie products all clearance details in figs. 3-14 must be followed. Adjacent ftrdshed grade must slope away from [tie 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 HardiePiank.lap siding in fascia or trim applications. construction Construction Do not instal! James Hardie products, such that they may remain in contact with standing water. water -resistive barrier let -in bracin HardiePlank lap siding may be installed on flat vertical wall applications only, pryw,vod or 24" o.c.max. 06ri sieatMnForlargerprojects, including commercial and multi -family projects, where the span of the.g - I wall is significant in length, the designer and/or architect should take into consideration the r coefficient of thermal expansion and moisture movement of the product in their design I These values can be found in the Technical Bulletin "Expansion Characteristics of James Hardie" Siding Products" at wwww.JamesHardie.com. ( I DO- NOT usestain, oiValkyd base paint, or powder coating on James Hardle'2' Products. INSTALLATION: JOINTTREATMENT One or more ol"the following joint treatment options arerequired by code (as referenced 2009 IRC 8703.3.2) A. Jant Flashing (James Fiardie recommended) B. Caulking' (Caulking is not recommended for ColorPlus for aesthetic reasons as the Caulking and Colotf'lus will weather differently. For the same reason, flasshing do not caulk nail heads on ColorPlus products.) C. "H" jointer cover Figure 2 Nal line (If nail line is not Present place fastener between 3/4" 1"from top of plank) instal planks In moderate contact at butt Joints eaves appopriatogap betmcn planks and trim, then caulk."' Note: Field painting over caulking may produce a sheen.tffference When compared to the field painted PrimePius. `Refer to Gaulking section in these instructions. For additional information on HardieWrap'a Weather Barrier, consult James I lardle at 1-866.41lardie or wvwf.hardfewrap.com WARNING- AVOiD BREATHING SILICA DUST James HiardfP products contain respirable crystalline silica, which is'Mowo to the State of CAlorn a to awe cancer and is considered b/ IARC and NIOSH to be a cause of cancer from sane occupational sources. Breathing excessive amounts of respirable silica dust con also cause a disabling and potentially fatal lung disease caged silicosis. and has been iinked,w1h other diseases. "Some studies suggestsmokngmr)ylnrreaseflirserus During installation orhrutdiing:(1) work Inouldoorareaswithaniple,violtation;(9)usefihercm.,nlshrusfoiciAhgor, whore not fwshle,r,.o.THardieelade'sawIMLin. and dust reduicing circular saw; atwched to a HEPA vacuum; (3) Warn others in the immediate area; (4) wear a foopody-fitted MOST -approved dust mask or risorator (e.y N 95) ih accordanco with applicable g rvennnent regu alive s rand manufaeturo' Inshuct ms tofu thcv' limitrespirable silica exposure . During c1cao-up, use HEPA vacuums or wet cleanup methods - noverMy sweep. For funkier iiiforniatioii, rotor to our inrA.1b ion inslruclions and (Material Safety Data Sheel available at wnvw.jaaimlo'die.cain or by coiling 1-800-9HARDIE (1 800-942-7343). FAILURE TO ADHERE 1'0 OUR WAR1,1INGS, MSOS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. _ M HS11119+1/4 61i3 water rusisGve: o! barrier 6 < faSle,.ter Instal a 1 1/4" starterstrip to o ; ensure a axrshinnt plankangle eaves appopriatogap betmcn planks and trim, then caulk."' Note: Field painting over caulking may produce a sheen.tffference When compared to the field painted PrimePius. `Refer to Gaulking section in these instructions. For additional information on HardieWrap'a Weather Barrier, consult James I lardle at 1-866.41lardie or wvwf.hardfewrap.com WARNING- AVOiD BREATHING SILICA DUST James HiardfP products contain respirable crystalline silica, which is'Mowo to the State of CAlorn a to awe cancer and is considered b/ IARC and NIOSH to be a cause of cancer from sane occupational sources. Breathing excessive amounts of respirable silica dust con also cause a disabling and potentially fatal lung disease caged silicosis. and has been iinked,w1h other diseases. "Some studies suggestsmokngmr)ylnrreaseflirserus During installation orhrutdiing:(1) work Inouldoorareaswithaniple,violtation;(9)usefihercm.,nlshrusfoiciAhgor, whore not fwshle,r,.o.THardieelade'sawIMLin. and dust reduicing circular saw; atwched to a HEPA vacuum; (3) Warn others in the immediate area; (4) wear a foopody-fitted MOST -approved dust mask or risorator (e.y N 95) ih accordanco with applicable g rvennnent regu alive s rand manufaeturo' Inshuct ms tofu thcv' limitrespirable silica exposure . During c1cao-up, use HEPA vacuums or wet cleanup methods - noverMy sweep. For funkier iiiforniatioii, rotor to our inrA.1b ion inslruclions and (Material Safety Data Sheel available at wnvw.jaaimlo'die.cain or by coiling 1-800-9HARDIE (1 800-942-7343). FAILURE TO ADHERE 1'0 OUR WAR1,1INGS, MSOS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. _ M HS11119+1/4 61i3 CLEARANCE AND FLASHING REQUIREMENTS Figure 3 Figure 4 Figure 5 Figure 6 Roof to Wall Horizontal Flashing Kickout Flashing Slabs, Path, Steps to Siding u Z -Flashing = As "re 'uir,ed d IRQ,code Rllll 4i x 4" f Mtn 1 r tr ,ts Do not caulk Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Deck to Wall Ground to Siding Gutter to Siding Sheltered Areas Mortar/Masonry Figure 12 Figure 13 Figure 14 Drip Edge Block Penetration Valley/Shingle Extension alb.. lashing FASTENER REQUIREMENTS " Blind Nailing is the preferred method of installation for Hard ePlanka lap siding products. Face nailing should only he used where required by code for high wind areas and must not he 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. BUND NAILING Nails - Wood Framing Siding nail (0.09" shank x 0.221 " HD x 2" long) 11 ga. roofing nail (0.121" shank x 0.371 " HD x 1.25" long) Screws- Steel framing Ribbed Wafer -head or equivalent (No. 8 x 1 1/4" long x 0.375" HD) Screws must penetrate 3 threads into metal framing. Nails - Steel Framing ET & F Panelfast' nails or equivalent (0.10" shank x 0.313" HD x 1-1/2" long) Nails must penetrate minimum 1/4" into metal framing: OSB minimum 7/16" 11 ga. roofing nail (0.121 "' shank x 0.371" HD x 1.75" long) Ribbed Wafer -head or equivalent (No. 8 x 1 5/8" long x 0.375" HD). 24 — Figure 15 U.C. max .. 171 It r FACE NAILING. Nails- Wood Framing 6d (0.113" shank x 0.267" HD x 2" long) Siding nail (0.09" shank x 0.221" HD x 2" long) Screws - Steel Framing Ribbed Bugle homd 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 16 is Minimum overlap for Both Face and Blind NailingNailLlneI, 0(imi Nail ! I I min, 1114" + overlap Itl Water Reslslive 1 1/4'rnin. harrier Overlap 24• — O.C.. max. 1 114" min: overlap race nal water -resistive barrier Laminate sheet to be removed immediately after installation of each course for ColorPlus" products, When face nailing to OSB, planks must be no greater than 91/4" wide and fasteners must be 12" o.c. or less. Also see General Fastening Requirements; and when considering alternative fastening options refer tq Jamps Hardie's Techlical Bulletin uSTB 17 - Fastening Tins for HardlePlane Lap Siding. HS11119-P2/4 6/13 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stateless steel. Electro -galvanized are acceptable but may exhibit premature corrosion, Jarnes Hardie recommends the use; of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Manufacturers of ACO and CA preservative -treated wood recommend sparer materials or other physical barriers to prevent direct contact of ACO or CA preservative -treated wood and aluminum products. Fasteners used to attach HardieTrim Tabs to preservative -treated wood shall be of hot dipped zinc -coated galvanized steel or stainless steel and in accordance to 2009 IBC R317.3 or 2009 IBC 2304.9.5. Consult applicable product evaluation or listing for correct fasteners type and placement to achieve specified design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing, Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB or plywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. if setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). rL countersunk, fill & add nail sflu,q flush DO NOT DO NOT Figure A Figure B under drive nails staple PAINTING IDO NOT use stain, oil/alkyd 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 riot paint when wet. For application rates refer to paint manufacturers specifications. Sack -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 C010AUS products. CAULKING For best results use an Elastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant eornplying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as same other caulking manufacturers do not allow tooling. COLORPLUS9'TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie@ ColorPlus@ products. Dining installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlov Ter hnology-touch-Up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePlank, lap siding with CoforPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus• product dealer. Treat all other non -factor/ cut edges using the ColorPlus Technology edge coaters, available from your ColorPlurs product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-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 ColorPlus Limited Finish Warranty. PAINTING JAMES HARDIE"' SIDING AND TRIM PRODUCTS WITH COLORPLUSO TECHNOLOGY When repainting C010rPIUs products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming Is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products. Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature. DO NOT caulk nail heads when using ColoiPlus products, refer to the ColorFlus touch-up section HS11119-P'3/4 6/13 COVERAGE CHART/ESTIMATING GUIDE Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS HARDIEPLANV LAP SIDING WIDTH SQ 5114 6114 7114 7112 8 8114 9114 9172 12 t SQ =100 sq ft.) exposure) 4 5 6 6114 6 314 7 a 8114 to 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 33 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 1OC 74 9 225 180 150 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 200 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 156 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide. Actual usage is subject to variables such as building design: James Hardie does not assume responsibility for over or under ordering of product. RECOGNITION:Inaccordahce wilb ICC -ES Evaluation Report ESR -2290, 4ardlePlani@ lap siring is recognized as a suilaNe allemale to that specified in: the 2006,2009120121nternaUonal Residential Code for One - and Two -Family Dvvellings, and the 2006, 2009, 8 2012 International Building Code,. HardiePlank lap siding is also recognized for application in the fallowing: City of Los Artgales Research Report No. 24862, State of Florida listing FL#889, Dade County, Florida NOA No. 02-0729.02, U.S. Dept of HUD Materials Release 1263c, Texas Department of Insurance Product EvakratlooEC-23, City of Nevi York MEA 223-9314, and Caldnrda DSA PA -019. These documents should also be consulted for additional lofomratbn concerning the stritabdily of this product for sperific appticatons. Q2013James Hardie Building Products. All rights roserved. Additional Installation Information, c} TM, SM, and t denote trademarks or registered trademarks of James Hardie Technology Limited.isaregistered trademark Warranties, and Wamingsare available at ar eofJamesHardieTechnologyLimited. www.jamesbardie.com JamesH 8 Panelfasf is a registered trademark of ET&F Fastening Systems, Inc. HS11119-P4f4 6113 MIAMI- DAD NtIANII-DADS COUNTY e PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (HER) Miami, Florida 33175-2474 BOARD AND CODE ADNLINISTRATION DIVISION T(786)315.2590 F(786)3152599 NOTICE OF ACCEPTANCE (NOA) www.minnudade.eov/econont James Hardie Building Product, Ire. 10901 Elm- Avenue Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the nse of construction materials. The documentation submitted has been reviewed an([ 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 (AF -IJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer ~vitt incur the expense of such testing and the AHT 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 tneet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cent" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel;,HardiePlank, CerrtPlank Prevail Lap Siding; HardieSoff it, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E,, bearing the Miami -Dade County Product Control revision, stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Pl'oduct Control Section, MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County ,Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMIENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided,to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA. # 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval docurnent'mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.R. M}AMT•DADS COUNrY NOA No. 15-6122.04 Expiration Date: May 1, 2017 Approval Date: Apt -it 9, 2015 Q3 /3o J24 S rag x Janes Hardie Building Produets lite. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Subnrilted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04124/2013, prepared by the manufacturer, signed and sealed by Ronald 1. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" I. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. E. MATERIAL CERTIFICATIONS 1. None. F, STATEMENTS 1. Statement letter of code conformance to the 51h edition (2014). FRC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. Carlos M.._ Utrera, P.E. PPOCIIICt Control Examiner NOA No. 15-0122.04 Expiration Date- May 1, 2017 Approval Date; April 9, 2015 E-1 Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI -16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources RER) E. MATERIAL CERTIFICATIONS 1. None. F, STATEMENTS 1. Statement letter of code conformance to the 51h edition (2014). FRC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. Carlos M.._ Utrera, P.E. PPOCIIICt Control Examiner NOA No. 15-0122.04 Expiration Date- May 1, 2017 Approval Date; April 9, 2015 E-1 WALL LENGTH Shad Spacing at t5' O.C. rjGPYVA i 1 i t i { OT ; ,• Vit''•. WALL Liioila,` f l.' j -•i SIGH ezaea i O/ fu17 y ice' y 0 ass NX. Nails at'16 O.C. (typ.) 318" minimum Edge Distance QF_ &t_L A Sheathing fastener, as described in 7Note 1 I\ Panel fastener, as described in Note 2 see I T-- HardiePanel, Cempanel, ids? I Prevail Panel Siding lWater-resistive barrier per Florida Building Code Section 14042 5/8" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23223 2" X 4" S -P -F Wood Studs T he wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 5/$" thick / 5 ply APA rated p1W,'aad sheathing in accodanoe with Florida Building Code Section 23223 Water -resistive barrier per Florida Building Code Section 14042 2'X 4- S -P -F Wood Studs 1-iardiePanei, SCTI0 1 B -B Cempariel, Prevail Panel Siding PRODUCT DP .IN' HardiePanel®, emane & Prevail& Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade it, Type A and meeting the requirements of the Florida Building Code. PANEL DIMENSIONS Width Length Thickness 4' 8,9,10' 51:6" DESLGN MlgS LJRE RATMQ Installation Design Pressure Wood Studs .76 psf Impact Resistant - Planks installed over 5M' thick / 5 ply APA rated plywood sheathing HARDIEPANE6.,_CEMPAI EL 'EREVAOL PAPE_EL. SIDSNG INSTAL LA--UOT113ETA1LS AlI installation shall be done in conformance with this Notice of Acceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of tate Florida Building Code Wood studs where HardiePanel, Cempanel, Prevail Panel Sidling will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A Note 1] 518" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322-3. APA rated and sheathing supportedThesidingpanelsshallbeinstalledover6/8' thick 15 ply PEW' by a minimum of 2"X4" S -P -F wood studs spaced a maDeanurn of 16" 0_C, Note 21 The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shankdiameter, corrosion resu^taM siding nail; the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5!6" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 30' and a minimum cearanee of 2" from corners. Creator. E. Gonzales HARDIEPANEL, CFMPANEL„ PREVA3L PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, inc. 10901 Elm Avenue Fontana, CA 923.37 A PNL-PLKSOFF 12" t 0 1 Date: 4124 12 0 1 3 IsriEET 'I OF 12 Fastener Spacing per Florida Building Code Section 2322.3_ I I I \ Fastener Spading • in per Florida Building Code Sedion 2322.3 PRODUC REVLSM to coumbimg with ft n s,j.5-e lt,d7 t , FRAMING 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 WALLAND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE Si l 1#TNIIJG NOMINAL 518" THICIKI b PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 CLADDII IG THE PANEL 1S FASTENED NTH 2" LONG, 0.223" HEADWI DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing oE— lu N j STA 4 Z 0 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) I I'° AA/ALL LENGTH— k Stud Spacing at 16" O.C. I- i•1 WALL iEiGHT i•: a DETA-4I A thn Fkviida No yiax vl:sIz 06 sari& cc Na f31'.v7 3/8" Minimum toijr OGA STATE 0 Cit' SEE DETAILA 518" thick /5 ply APA rated plywood sheathing fastened to metal studs as described in Note t Water -resistive barrier per Florida Building Code Section 14042 209a, 3-518" X 1-518" Metal Cstud PRCDJCP DESCRfPYECM Hard! ePanelg% Cempanelm, & Ptevaill9 Panel Siding materials are nonesbestos fiber -cement products tested in accordance with ASTM C1186 Grade It, Type A and meeting the requirements of the Florida Building Code. PAAIEL Dl_MEI I$f0 1S Width Length Thidtess 4' 8, 9,10' 5/16" DESIGN_P i,ESS L!_R.Z_l3ATf NG Installation Design Pressure Metal Studs -104 psf i;_____ ir(UNA` — . 0131 ` Li \ HardiePanel, impact Resistant- S C_rJ.O_r_B \\ Cempanel, Panel installed over 5/8" thick/ 5 ply Prevail Panel APA rated plywood sheathing Distance Nails at 6" O.C. (typ.) siding y HAfZDIEPANI CEMPAEtzPR EVAtL PANEL SIDING itJSTALLATION DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this described in Note 1. N.O.A. Note 1] 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oo at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-114" long', Panel fastener, as described in head screw Note 2bugleThe siding panels shall be installed over 5f8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-518" X 1-5/8" Ketal C -studs spaced a maximum of 16" O.C. Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1 -SILT HardiePanel® Siding 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 intennediate studs; the fasteners shall be driven through the 518" thick 15 ply APA rated plywood sheathing into metal Water -resistive barrier per fids located at 16" O.C. Florida Building Code Section Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from 1404.2 comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE A SCALE' 112" =1'-0" DVIG NO RE PNL-PLK SOFF 1 Date: 4124/1013 SHEET 3 OF 12 PRODUCTREVISM M 0=4eyiwewi!& rlY B'16ma CO& 7 17 Sy r'+LUY/%3ir l_ FRAMING NOMINAL 20 GAUGE 3-518" X 1-518" STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP AND soT70M CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SFIEAl7-i1NG NOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETERX 1-1/4 LONG BUGLE HEAD SCREW CLADDIN_G- THE PANEL IS FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER 1-518' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND !NTERMEDIATE STUDS Cladding I 1 Framing II ISI Sheathing II II I I•I i. l xofrrii. tit No. 121 STATS , Le S10 N AL ON LOAD FOR MEM ACTI NOT PARTFTIi STAL AND OAPPROVAL (M ST PROVIDE ALTERNAiEOD STUDS PROVISIONS FOR GPROViS10NS FOR THESE LOADS) RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 5h—one: 909-356-6300 '" PNL-PLK-SOFF IFax909-427-0634 A4/24/201ET 4 OF 12 Creator. E Gonzales SCALE 1"= 1' 0 Date: poDGT D`c, SCRIPTI_'JI•I HardiePlankS, Cemplank-S), & prevaiM Plank Lap Siding materials are nonasbestos fiber -cement odlyAPA products tested in accordance with ALL LENGTri 518"thick! rated plywo ASTM C1186 Grade 1I, Type A and Wood studs whereEngineerorArchitect per the Florida Building Code and the requirements of this N.O A thick / 5 APA rated plyvrood sheathing shall be attached to the studs in accordance sheathing in meeting the requirements of the Note 1} 518" ply accordanmwith Florida Building Code. with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-114" wide Florida BuacSng Code laps at the top of the plank such that the exposure area of each plank is s 8-114" vertically. 2a The siding fastener shall be a 2-112" long, 0.223" head diameter, 0.092" shank diameter, Section 2322.3 PANEL QtMeN_SlQN i Stud Spacing at 16'0.C. Waw{moi E Width Length Thickness barrer per Florida Sq -1/2" 12' 5/1611 are placed in the overlapping area approximately 314' from the bottom edge of the overlapping plank Building Code Vertical joints shall be placed over studs. The shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a Section 14042 DESIGN PREML&E RATING planks minimum of 2"X4" S -P -F wood studs spaced a maximum of 16" O.G. 2"X 4" S -P -F installation Design Pressure Fasteners shall have a minimum edge distance of 318". Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant— Planks installed over 5/8" thick 15 ply SC710 1-114" ia9 X 5/16" APA rated plywood sheathingB-3 thick starter strip Z.: i ; 1J1 t' I I Bn' rZd't. Cole .,'• - WALL HEIGHT i i I I Iwiest+,l adj Prude:lx Coolrol 314" Minimum DETAJL A 0Pit1 yiog with P I BY SSS 0 N AA - Mails at 16" O.C. ttyp.) Distance SRr DETAILA poDGT D`c, SCRIPTI_'JI•I HardiePlankS, Cemplank-S), & prevaiM Plank Lap Siding materials are nonasbestos fiber -cement odlyAPA products tested in accordance with518"thick! rated plywo ASTM C1186 Grade 1I, Type A and Wood studs whereEngineerorArchitect per the Florida Building Code and the requirements of this N.O A thick / 5 APA rated plyvrood sheathing shall be attached to the studs in accordance sheathing in meeting the requirements of the Note 1} 518" ply accordanmwith Florida Building Code. with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-114" wide Florida BuacSng Code laps at the top of the plank such that the exposure area of each plank is s 8-114" vertically. 2a The siding fastener shall be a 2-112" long, 0.223" head diameter, 0.092" shank diameter, Section 2322.3 PANEL QtMeN_SlQN i Notecorrosion -resistant siding nail; The siding is fastened 5 8-1/4" O,C. vertically and 16" O.C. horizontallyfastenersaredrivenintowoodstudsthrough5/8" thick 15 ply APA rated plywood sheathing, fasteners Waw{moi E Width Length Thickness barrer per Florida Sq -1/2" 12' 5/1611 are placed in the overlapping area approximately 314' from the bottom edge of the overlapping plank Building Code Vertical joints shall be placed over studs. The shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a Section 14042 DESIGN PREML&E RATING planks minimum of 2"X4" S -P -F wood studs spaced a maximum of 16" O.G. 2"X 4" S -P -F installation Design Pressure Fasteners shall have a minimum edge distance of 318". Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant— Planks installed over 5/8" thick 15 ply SC710 1-114" ia9 X 5/16" APA rated plywood sheathingB-3 thick starter strip Sheathing fastener, as EFLAI i,[<CEIfPLANKLPREAlL4LAl' SIDING-)NSTAl1AT_iON DTAIIS. All installation shaII be done in conformance with this Notice of Acceptance, the manufaciurerisdescribedinNoce1installationrecommendations, and the applicable sections of the Florida Building CodeHardiePlank, Cemplank Prevail Lap Siding will be installed shall be designed by anWoodstudswhereEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.O A thick / 5 APA rated plyvrood sheathing shall be attached to the studs in accordanceNote1} 518" ply Siding fastener, as described in Note 2 with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-114" wide laps at the top of the plank such that the exposure area of each plank is s 8-114" vertically. 2a The siding fastener shall be a 2-112" long, 0.223" head diameter, 0.092" shank diameter, HardiePlank, Cemp{ank Prevail Notecorrosion -resistant siding nail; The siding is fastened 5 8-1/4" O,C. vertically and 16" O.C. horizontallyfastenersaredrivenintowoodstudsthrough5/8" thick 15 ply APA rated plywood sheathing, fasteners Lap Siding are placed in the overlapping area approximately 314' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. The shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by aWater -resistive barrier planks minimum of 2"X4" S -P -F wood studs spaced a maximum of 16" O.G. per Florida Building Fasteners shall have a minimum edge distance of 318". Ced Sectio 1x04 2 f e n 1 . HARDIEPLANK, CEMPLANK, PREVAIL IAP SIDING 5/8" thick 15 p!y ApA rated INSTALLATION DETAILS WOOD STUD CONSTRUCTION plywood sheathing fastened (BinaccordancewithFlorida James Hardie Building Products, Ina Building Code Section _ 10901 Elm Avenue 2322.3 ° Fontana, CA 92337 2" X 4" S -P -F Wood Studs Phone; 909-356 6300 SIZE FSCM No DAG No The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK-SOFF by the Architect or Engineer of Record in Creator. E. Gonzales SCALE 12" = t' -V Date: 4/24/2013 SHEET 5 OF 12 comafiancewith the Florida Building Code. Fastener Spacing per Florida} Building Code Section 2322.3 0.75cn Pitcouci REVL1xD ascmnOymgvi&.2beFI rids Bm'1'5ag £ oft A=t, r3;li. a7 I Fastener Spacing per Florida Building Code Section 2322.3 V r - So.25iR. ERAM lay NOMINAL 2" X 4" S -P -F WOOD STUDS 15" 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 SHEATI iING NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING PLANKS.OVERLAP 1-1/4" THE D(POSURE IS sS-1/4° THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0223" HEAD DIAMETER, 0.092" SHANK DIAMETER CORRO8101`4 RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. OC___- Cladding Framing 1 Sheathing PRClix=REVISFri cou*ri01; wxk coft SotZ i No. 121 8 _ STATE OF s rte,Z ` _ ,` -' Z O R I, r f jir FOR METAL AND WOOD STUDS, PROVISIONS FOR'DIAPHRAGM ACTION AND (9fM {Y LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION Prone: 909-356-6300 SME FScM W FaX 909-427-0634 A Creator. E. Gonzales SCALLS James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL-PLK-SOFF Date: 412412013 1 SHEET 6OF12 314" Minimum. Edge Distance Nails at 16" O.C. (typ.) QETAII.q FkCi1b I Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive' barrier per Florida Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 209a, 3-5/3" X 1-518" Metal C -stud The wall and soffit frames are to be designed by the Architector Engineer of Record in compliance with the Florida Building Code. 513" thick 15 ply APA 1 rated p j,mod sheatrsing fastened to metal studs as described in Note 1 P ,QDUCT DESCRP7ily O HardiePlank(% CempiankS, and Prevail,S Plank Lap Siding materials. are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade Il, Type A and meeting the requirements of the Florida Building Code. ti 2'tEi •C6Sistive .. barrier per Florida PL&NK DUgR_W Ibt> SIS 30cring Code Width Length Thickness Sect on 14042 S 9-1/2" 12' 5116" 209x, 3-5l8" X 1-S/8" DESIGN PRESSURE RATING Metal C -stud Installation Design Pressure Hi,rcaePlank. Metal Studs -92 psf emplarik, Prevail t i$ECT10 Lap Siding Impact Resistant - ONM- Planks installed over 5/8" thick / 5 ply1-v4' tail X 511 s° APA rated plywood sheathing buck starter strip HARDiEPLA_NK GEMPLANK PREVAIL .LAP SIDiNG3N5rA-4!h IQN DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. 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 Note 115/8" 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 Ne.8-18, 0.315" head dameterx 1-114' long bugle head screw Planks shall be applied horizontally commencing from the bottom Course of the wall with 1-114' wide laps at tine top of the plank such that the exposure area of each plank is s 8-114" vertically. INote 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 s8-1/4" O.C, vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 518" thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8"X 1_5/8P Metal C -studs spaced a maximum of 16" Q.C. Fasteners shall have a minimum edge distance of 318". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION[ DETAILS METAL STUD CONSTRUCTION James Hardie Buildng Products, Inc. 10901 Elm Avenue Fontana, CA 92337 ME Fsm NO c yo PNL-PLK-SOFF Creator. E. Gonzales (SCALE 112" =1'-0" I Date: 4/242013 I sHEE7 7OF12 REV 1WALL StidSp?ding at 15' O.C_ LENGT SEk DETAIL, B! I t I j I as con ery" wizb 1 14 r11A1.1.. EIGHT y aic L li r E OF` il_._._____-_.___ _=G } F •` 314" Minimum. Edge Distance Nails at 16" O.C. (typ.) QETAII.q FkCi1b I Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding Water -resistive' barrier per Florida Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 209a, 3-5/3" X 1-518" Metal C -stud The wall and soffit frames are to be designed by the Architector Engineer of Record in compliance with the Florida Building Code. 513" thick 15 ply APA 1 rated p j,mod sheatrsing fastened to metal studs as described in Note 1 P ,QDUCT DESCRP7ilyO HardiePlank(% CempiankS, and Prevail,S Plank Lap Siding materials. are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade Il, Type A and meeting the requirements of the Florida Building Code. ti 2'tEi •C6Sistive .. barrier per Florida PL&NK DUgR_W Ibt> SIS 30cring Code Width Length Thickness Sect on 14042 S 9-1/2" 12' 5116" 209x, 3-5l8" X 1-S/8" DESIGN PRESSURE RATING Metal C -stud Installation Design Pressure Hi,rcaePlank. Metal Studs -92 psf emplarik, Prevail t i$ECT10 Lap Siding Impact Resistant - ONM- Planks installed over 5/8" thick / 5 ply1-v4' tail X 511 s° APA rated plywood sheathing buck starter strip HARDiEPLA_NK GEMPLANK PREVAIL .LAP SIDiNG3N5rA-4!h IQN DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. 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 Note 115/8" 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 Ne.8-18, 0.315" head dameterx 1-114' long bugle head screw Planks shall be applied horizontally commencing from the bottom Course of the wall with 1-114' wide laps at tine top of the plank such that the exposure area of each plank is s 8-114" vertically. INote 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 s8-1/4" O.C, vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 518" thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8"X 1_5/8P Metal C -studs spaced a maximum of 16" Q.C. Fasteners shall have a minimum edge distance of 318". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION[ DETAILS METAL STUD CONSTRUCTION James Hardie Buildng Products, Inc. 10901 Elm Avenue Fontana, CA 92337 ME Fsm NO c yo PNL-PLK-SOFF Creator. E. Gonzales (SCALE 112" =1'-0" I Date: 4/242013 I sHEE7 7OF12 REV 0.76in T - y c4cnAyiag wish the Flcwidn a- co& 11 -1 > 1 .. P,na 58.25in. - Ft AMifIG NOMINAL 20 GAUGE 3-5/8" X 1-518" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SH THjNG NOMINAL 5/8"THICK /5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1.1/4" LONG BUGLE HEAD SCREW CLADD1NP PLANKS OVERLAP 1-114" THE EXPOSURE IS58-1/4" THE. PLANKS. ARE FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER X2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATINGTHE METAL FRAMING), PLACED 3/4' UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. l- RMSirD ao piY* wFbab cowithbe l c Cladding Framing Sheathing QGA N0. 121 TATE OF' z ORO w Cs+.......... MAI FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) WALL LENGTH Stud Spacing at 15" O.C. B •-- I f i WALL HEIGHT i 5/8" Minimum ET L,_A SEE PRpE1UCT D»-ESCRPiLCLN DETAIL A HardieSoffitS & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1166 Grade 11, Type A 1 and meeting the requirements of the Florida Building Code. PRODUCT a1EvISM Nails at 4" O.C. (typ.}p 1REVLSM ---0y6q -itb&CFlorida Distance = awqtying wi*" Bilding Co 10,jf r3Ao--Vcmxz No, a ! ns , B PrOdUa cOne,oa 0GAiy No- 4 21 r STATE OF * OA LOR0 MAL E FLARDIESO_FF1TSCE(NSOFFIT_P-NEL_KSTALLAJJON_QEi1A- S offrtfastener, as = AH installation shall be done in confarmance With this Notice of Acceptance, the manufacturer's ascribed in Note 1 installation recommendations, and the applicable sections of the Florida Building Code. 9 Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA HardaeSoffit, Cemsoffrt ' Tne soffit shall be installed over minimum 2"X4" S -P -F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2 long, 0.223" head diameter, 0,092" shank diameter, corrosion resistantsiding nail; the fasteners shall be spaced 2t4" O -C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of Wand a minimum clearance of 2" from comers. Minimum 2"Y, 4" S -P -F Wood Studs The wag and soffit frames are to be designed bythe Architect or SOFFL7 gtMENS10NS with the Florida Building Code. 2" X ,V" S -P -F Width Length Thickness Wood Studs A SLGN PR,k$gL 6R>r;f_tAT7NlG HardieSoffit, Installation Design Pressure Cemsoflit Wood Studs -70 psf PRODUCT a1EvISM Nails at 4" O.C. (typ.}p 1REVLSM ---0y6q -itb&CFlorida Distance = awqtying wi*" Bilding Co 10,jf r3Ao--Vcmxz No, a ! ns , B PrOdUa cOne,oa 0GAiy No- 4 21 r STATE OF * OA LOR0 MAL E FLARDIESO_FF1TSCE(NSOFFIT_P-NEL_KSTALLAJJON_QEi1A- S offrtfastener, as = AH installation shall be done in confarmance With this Notice of Acceptance, the manufacturer's ascribed in Note 1 installation recommendations, and the applicable sections of the Florida Building Code. 9 Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA HardaeSoffit, Cemsoffrt ' Tne soffit shall be installed over minimum 2"X4" S -P -F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2 long, 0.223" head diameter, 0,092" shank diameter, corrosion resistantsiding nail; the fasteners shall be spaced 2t4" O -C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of Wand a minimum clearance of 2" from comers. Minimum 2"Y, 4" S -P -F Wood Studs The wag and soffit frames are to be designed bythe Architect or Engineer of- Record in compliance with the Florida Building Code. OOin; 4.00iTt) PR&0cr REvisEn PkMQi3ZJ[T;3.Z ISW m coaWlying witb the Fhxid'a as coavtyi% with des Elwi& Co& etit'r eg co& pcoe td W cne cAa r&. Era l /- 07 , 1 DW i4 IC • 'ISD 1i!k i: 1'OL Lect C`OE7 FF?AL9 NG NOMINAL 2" X 4" S -P -F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COM MON 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 CLADDING THE SOFFiT is FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK D AMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATEE STUDS Cladding Framing No. 121 STATE OF FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVr Y LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) WALL LENGTH C Stud Sparing at 16" O.C. B t --- i I , I I 318" Minimum D ET,41 LA Distance nails at 6" O. C. (typ. t fastener, as bed in Note 1 HardieSoffrt, CemsofFt toga, 3-518" X 1-51T Metal C -stud LThe wall and soffit frames are to be designed by the Architect or Engineer P SEE QDiJC_T_DESCFtteILQh_i HardieSofftO & CemsoffitO materials DETAIL A are rornasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the J requirements of the Florida Building Code. 20ga, 3-50" X 1-518" SQFFiT D1M:ENSIONS Width Length Thickness Metal Gstud 4' $ 'Y" HardieSaffit, DESIGNt_PRESSLIRE RATJG CemsoffR Installation Design Pressure j Metal Slaids pq. f I a arpi jR SR,CTION B -B ,,` 1194t1Q . pItODUCT REVLSED PRODUCIr &EVISM as tomoyisw witb eLe.Ft =ft m wets ns ,. jCoerce r lgactptmmoaPio [3-0?18.e rC STATE O a' Pmdod control LI,ARDIESOFFI',_qr=MSQF_FITpANEI_INS_T_ALLA7IQN-QE AILS ! . A L ENfiftt F n All installation shall be done in conformance with this Notice of Accenufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSaffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A The.soffit shall be installed over minimum 20ga, Nominal 3-518"X 1.578" Metal C -studs spaced a maximum of /6" O.C. Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-114" long" ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing) -,the fasteners shall be spaced at 6" O.C, at panel edges and intermediate studs; the fastenersshall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of378" and a minimum clearance oft" from corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION FSCM NO James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 of Record in compliance %& t5 the Fax 909-427-0S34 A Florida Building Code. Creator, E Gonzales. scr1 12" =1'-•0" DING NO REV PNL-PLK-SOFF 1 Date,. 4/2412 0 1 3 SHEET 6.00in.- ---16.00in.-- _ Cladding Framing 6.00in. PRODUCT REWSED n* the Fbobft pRRS%P SM f,fffAe" Qf3 X311.7 ''`` GAWA — 4 — Arch • ,. sso r'RAMING fffff,. NOMiNAL 20 GAUGE 3-518"X 1-50' SMEL STUDS 16" O.C. FASTENED WITH 5!8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTSON AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING ` HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18, 0.395" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER 1.1/4" LONG CORROSION RESISTANTRIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FI1L THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C, AT PANEL EDGES AND INTERMEDIATE 10901 Elm Avenue STUDS Fontana, CA 92337 Phone: 909.356-6300 SIZE FSCsrio Dwc>ao REV Fax 909-427-0634 A PNL-PLK-SOFF 1' Creator. E Gonzales $aa 1"= 111-6" Date: 412412 0 9 3 12 OF 12 Florida Building Code Online Page 1 of 2 r-7 (' 7. la Q x r4ror r , t' SCIS Home ' og In User Registration Hot. Topfcs Submit Surcharge Stats & Facts Publications i FBG Staff PCIS Site Map Links Search Busines" J7' Q[ {` l rI Product ApprovalProfessinalUSER: PublicUser Regulation Product Aaproval Meru > Product or Application Search > Application List > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status. Applied For Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality. Assurance -Representative Address/Phone/mail Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date VaIdated Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext 4644 lonberrian@slbp.com ion Berrian lonberrian@slbp.com Windows Single Hung Certification Mark or Listing Window and Door Manufacturers Association Window and Door Manufacturers Association Standard A.AMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 02/16/2016 FL # I Model, Number or Name I Description Year 20`11 2008 http://v`.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtvA%2b mzk1... 2/19/2016 Florida B>.ulding Code Onlirle 19715,1 1 Series 2900/4900 Single Hung Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See Installation Instructions, SWWD002, and Product Evaluation Report; PER3947, for design pressures and installation requirements. Page 2 of 2 Extruded Vinyl Single Hung Window Certification Agency Certificate FL19715 RO C CAC 2-4-16 CCL-_ist.odf Quality Assurance Contract Expiration Date 12/16/2016 Installation Instructions FL19715 RQ I1 5WD002 SS 2016-02-03.cdf Verified 5y: Hermes F. Norero, P.E. Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 R0 AE PER3947 SS 2015-02-12.0 Created by Independent Third Party: Yes Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL3,2 399 Phone: 850-487-1824 The State of Florida is an AAIEEO employer. Copyright. 2007-2013 State of Flor!da :: Privacy Statement :: Accessiblity 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 publlc-records request, do not send electronic ,mai! 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 it they have one. The emails provided- may be used for official communication with the licensee. However email addresses are putlic mecord. If you do not wish to supply a personal address, please provide the Department with an email address.whico can be made. available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: 9n =t. securitymil- lmrs http://v,-A v.floridabuilding.org/pj-./i)r app dti.aspx?paranr--wGEVXQ\NtDqtvA%2bxmzkI... 2/19/2016 INBTALL.ATION NOTES, 1. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION- ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE. MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL. INSTALLATION ANCHORS WITHIN TOLERANCE OF ±1/2 INCH I"HE DEPICTED LOCATION & SPACING IN.THE .ANCHOR LAYOUT DETAILS I.E. Will 10 or CONSIDERATION OF TOLERANCLS). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHORTOTHE NEXT.. 4. SHIM AS P.EOUIRED AT EACH INSTAL EATON ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM .AI..I-OWABIF..SHIM STACK.TOBE3/S INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCURS. SHIM(S) SHALL RECONSTRUCTED OF HIGH DENSITY PLASTIC OR BETT ER. S. FIN INSTALLATION: FOR INSTALL ATION INTO WOOL) FRAMING USE 48 WOOD SCREWS OR 11 GAUGE ROFJFING VAILSOR 10d L"DMMON NAILS OFSUFFICIENr LENGTH TO ACHIEVE. 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SHALL MAINTAIN MIN. 3/8" EDGE DISTANCE. 6. FIN INSTALLATION: FOR .INSTALLATION INTO METAL STUD USE "a SELf TAPPING -SCREWS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PENETRATION BEYOND METAL WALL. INSTALIA TION SHALL MAINTAIN MIN. 3/V EDGE DISTANCE. 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 910 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY, OR. DIRECTLY INTOCONCRETE/MASONRY, USE 3/16 INCH DIAMETER ITW TAPCONS OF SUFHCIENI LENGTH TO AGiiEVE 1'1/4 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN.1 S/4" EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION, INTO METAL STUD USE 910 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3111 READS ?ENE IRA'I'ION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITFD TO STUCCO, FOAM, 4RICK VENEER, AND SIDING: 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE.A CORROSION RESISTANT COATING. 17.. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK, DO NOTINSTALL. INSTALLATION ANCHORSINTO MORTARJOINTS. EDGE DISTANCE ISMCASU RED FROM TREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OP BLOCK: 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN. ACCORDANCE W,TH ANCHOR MAN U FACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OF 0.55. B. CONCRETE -MINIMUM COMPRESSIVE. STRENGTH. OF. 3000 PSI C. GROUT-FIILFDCMU-LINITSTRENG'rHCONFORMS'FOASTMC-90WITH MINIMUM COMPRESSIVE STRENGTH OF MOD PSI AND CROUTCONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2()00 PSI. D. HOLLOW BLOCK CMU -.UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL—MINIMUM YIELD STRENGTH OF: 33.K51. MINIMUM WALL THICKNESS OP 47:&MII:.(0.0478" or.I8-GAUGE). MIN. 1/2" EDGE DISTANCE, F. ALUMINUM - MINIMUM ALLOY 6063-T5, MINIMUM WALL THICKNESS OF 1/16". MIN. 1/2" EDGE DISTANCE. 1111 IIIIIIjiI SERIES 2900/4900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES_ 1. THEPRODUCT .SHOWN HEREIN 15 DESIGNED' AND MANUFACTURED TO COMPLY WITH THE 5TH EDITION. 2014) FLORIDA BUILDING CODE (FEC), EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE. FOLLOWING: AAMA/WDMA/CSA 101/I.S.2/A440-0S/11 2, ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, ZX FRAMING, AND METAL FRAMING AS A MAIN WIND. FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE CNGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 1X AND ZX RUCKS (WHEN USED) .SHALL 'BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN, REFER SHEET S FOR FURTHER DETAILS OF BUCK INSTALLATION. 4, THE INSTALLATION DETAILS DESCRIBED HEREINARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS. FOR A. SPECIFIC SITE. IF SITE CONDITIONS CAUSE: INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, ALICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZAREAS. CINHVHZAREAS, NE TIMEPRODUCT APPROVAL TO BE 0B FAI N F D FROM MIAMFDADF PER OR AHL. S. APPROVED IMPACT PROTECTIVE SYSTEM 15 REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL PVC 7. M ACCORDANCE WITH THE STH EDITION FBC, WOOD COMPONENTS SHALL HAVE: BEEN PRESERVATIVE TREATED OR SHALL BE OF A DURABLE SPECIES AS DEFINED IN. CHAPTER 23. S. GLASS MEETS THE REQUIREMENTS OFASTM E 1,360 GLASS CHARTS'. SEE SHEET 6FOR GLAZING DETAILS. TART E OF CONTENTS SHEET L REVISION. SHEE'TDCSCRIPTTON INSTALLATION a: GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOU75 4 VERTICAL 6 HORIZONTAL SECTIONS (NAIL FIN) 5 VERTICALS HORIZONTAL SECTIONS (THROU'GH FRAME) 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, 4:6LA7TIr DETAIL MAX OVERALL SIZE WIDTH HEIGHT CONFTG. DESIGN PRESSURE MISSP_E IMP ACT RATING 36" 84" O/X 35 / 35 P5F NONIMPACT 38" 66" O/X. 50l -50 PSF NONIMPACT 38" 74" O/X 50 / -56 PSF NON IMPACT 38" 77" O/X 35.6 -35 PSF NON IMPACT 44" 62" 0/X- 501-50. PSF NON IMPACT 4B" 72" O/X 35l-35 PSF NONIMPACT 48" 84" O/X 20 /'-20 PSF NON IMPACT 521, 72" O/X 25 7 -25 PSF NON IMPACT 36" 63:75" O/X (ORIEL) 35 / -35 PSF NON IMPACT 484 96" O/X (ORIEL:) j 20 /-20 PSF NONdMPACT 72" 62" O/X-O/X 35 / -35 P5F NON IMPACT 772" 8A" O/X-0lX 35./ -35PSF NON IMPACT 76" 62' O/X-O/X 50 / -50 P51' NON IMPACT 76" 76" 72" 77- O/X O/X O/X.O/X 50. / -50 P5F 25 / -25 PSF NON IMPACT NON IMPACT — BO" 1 74" O/X-O/X 35/ -35 P5F NON IMPACT 96" 74" O/X-0lX 30 / 30 PSF NON IMPACT 108" 62" O/X-O/X-0/X 50 / -50 PSF NON IMPACT SOB" 72" O/X-O/X-O/)< 507 -50 PSF NON IMPACT 108" 84" O/X-O/X-O/X 75./-25 PSF NONIMPACT Digitally signed by Hermes F Norero,'n.E. Reason:I am approving this document FL#: FL19715 Date: 2016.02.03 09:40:44 -05'00' Silver Line. ITsAndersen IXIE51LV5:1,1 EbR*VE NORTH PRUNSWCC: NJ -z f one 4 0 v J HU wLnNWN i X. IIT 1,- lU z V pWG #, sWb002 SHEET: 4 of 6 MAX HEI I I I i MAX. FRAN HEIGHT 9f MAX. FRAME WIDTH 48" _ t ELEVATION SINGLE HUNG WINDOW WIDTH 96" R E 4 5 SINGLE HUNG ORIEL WINDOW MAX. FRAME W16THItiB" B E q 5 I e n N 7_SJ, 4- C— n Com1 p D7 FRAME 7 HT 74" I RAME X" A_ D 4 5 ELEVATION TWIN SINGLE HUNG WINDOW QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 29014901 RATINGS, SINGLE UNIT CONFIGURATIONS QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 2902A902 RATINGS, TWIN UNIT CONF16LIRATIONS 5 L MAX HEIG MAX. FRAN HEIGHT W MAX. FRAME WIDTH.48" —1 ELEVATION SINGLE HUNG ORIEL WINDOW MAX. FRAME W16THItiB" B E q 5 I e I e n N 7_SJ, T C— n Com1 p D 4. 7 RAME X" X. x.. IT 84" b b ELEVATION TRIPLE SINGLE HUNG WINDOW SilverLine I)Andersen KIM wiM oows. no ons' ONE SILVEkLINE. DRIVE NOAi}f 6AUNSW CK,. N7.08902 GH: cm) 935-1@M U n m a IZ- I M v O. Ho3 p K S w a N j > ZccM m w V) w W m q H m p Lu mai M LL) 0' N rn W1— r • g e n N 7_SJ, T w n Com1 U DWG #: SW®002 SHEET: 2 OF 6 2 MAX, I1" MAX. FROM----....._.I {.._. O.C. CORNERS IS" MAX., O.C. I 2" MAX. FROM CORNERS ONE 'SLLV-c RUNE DRIVE NORTH.gzlR ',aci NJ 08902 NOTE 44 x 67." UNIT5 AT DP M PSF O 5HALL RE ANCHORED MAX 6' O.C. 0' 0N Q Z S AT HEAD..J01h. AND ST(:L oN°z ANCHOR LAYOUT NAIL FIN -SINGLE HUNG WINDOW 2" MAX FROM -- CORNERS 41/2" MAX. O.C. 2" MAX. FROM CORNERS 6" MAX. FROM_"'..........................__........................20" MAX. CORNERS U.C. 6" MAX. FROM I I— CORNERS 4 1 20" MAX. OIC. J- 6" MAX. FROM CORNERS" ANCHOR LAYOUT THROUGH FRAME- SINGLE HUNG WINDOW 161/21' MAX. 0. C, 1 6" MAX, i FROM J CORNERS 4.1/2"MAX. O.C. ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG -WINDOW 1' MAX. FROM 6" MAX: CORNERS . ~I O.C. 6" MAX. O:C, V, MAX. jFROM CORNERS 1 6" MAX, O.C. ANCH'O'R LAYOUT NAIL FIN - TRIPLE SINGLE HUNG: WINDOW 6" MAX. 12"MAX. FROM I 12 3/4' CORNERS --~— O.C. 16 1/2" j MAX. ANCHOR STRAP 6" MAX. P/N 50-2995-2FROM SEE SHEET 5 FOP, DETAILS CORNERS ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW 1^•— ANCHOR STRAP P/N 50-2995-2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH FRAME -TRIPLE SINGLE' HUNG WINDOW Si(verLmebyAndersen. wiuoo r1q; oo- o s S` "'- o p u DwG #: SWD002 SHEET: 3 OF 6 ONE 'SLLV-c RUNE DRIVE NORTH.gzlR ',aci NJ 08902 O H m V v 0' 0N Q Z S F oUim oN°z KT A N.jT:Z Zm rc S v:z T 2 Z w caZ t w rirws Qp T lim o s S` "'- o p u DwG #: SWD002 SHEET: 3 OF 6 CONCRETE/ MASONRY 11/2" MIN. BY OTHERS EMBEDMENT CAULK BETWEEN CONCRETE/ MASONRY & 2X ONE SY MUNE M!VT NORTH WN51LCK. N7 08902 PH:(7521435-1000 WOOD BUCK. BY OTHERS V x c H M q n 2X WOOD BUCK BY OTHERS _` SEE SHEET 6 FOR n. CONNECTION DETAILS - - - B WOOD SCREW ---- INSTALLATION ANCHOR ' "" EXTERIOR FINISH m BY OTHERS l PERIMETER SEALANT O.A. BY OTHERS UNIT HEIGHT EXTERIOR INTERIOR 1 SEE GLAZING DETAIL., SHEET 6 I O.A. UNIT HEIGHT B1 VERTICAL SECTION Q, { HEAD- ZX WOOD BUCK NAIL FIN SEE GLAZING -\ T7 DETAIL, SHEET G EXTERIOR INTERIOR PERIMETER SEALANT BY OTHERS EXTERIOR FINISH BY OTHERS 48 WOOD SCREW INSTALLATION ANCHOR ZX WOOD BUCK BY OTHERS SEE SHEET 6 FOR - CONNECTION DETAILS CAULK BETWEEN CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS 3/8" MIN. EDGE DIST. 1/4" MAX: SHIM SPACE 1/4" MAX. SHIM SPACE 3/8" MIN. EDGE DIST. CONCRETE/ MASONRY BY OTHERS i 112" MIN, EMBEDMENT VERTICAL SECTION SILL -2XWOOD BUCK NAIL FIN 1/411 MAX.. SHIM SPACE SASH REINFORCING__ SEE SHEET 6 FOR REQUIREMENTS MIN. 3 THREADS SEE GLAZING PENETRATION BEYOND DETAIL SHEET6 METAL STRUCTURE i 8 GR, 5 SELF -TAPPING SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS, 5EE SHEET I INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS PERIMETER SEALANT BY OTHERS MIN. 3/8" EDGE DISTANCE EXTERIOR O.A. UNIT WIDTH HORIZONTAL SECTION JAMB - METAL STUD NAIL FIN SilverLine byAndersen WIN DO WS•ODOP6 F a Z O Z H 24H U W w m Ln m NLu asp s Z rjT O V. h DWG #: SW0002 SHEET: 4 OF 6 ONE SY MUNE M!VT NORTH WN51LCK. N7 08902 PH:(7521435-1000 0 y< V x c H M q n n. AOO T Z' m 4 w v hack m Lu a F a Z O Z H 24H U W w m Ln m NLu asp s Z rjT O V. h DWG #: SW0002 SHEET: 4 OF 6 10 WOOD SCREW S IVerLmeSNSTALLATTON. ANCHOR CONCRETE/ MASONRY 3/4" MIN. EDGE DISTANCE Y 2X WOOD 6UCK/5TUD BY OTHERS Andersen OTHERS SEE SHEET FOR 1/4" MAX. BY w , DETAILS SHIM SPACE MIN, 3THREADSONETON CAULKBETWEEN a SASHREINFORCNG PENElRATION BEYONDNp CpNCRETE/MASONRY SEE SHEET G FOR REQUIREMENTS METAL STRUCTURE XO WS•0'OOqN' IL S BYOTHtRS A71NCSEEONEnVSLINEMVE 1 1/2" MIN., DETAIL SHEET 6 NazrH OWNSWiCe, NJ 08902 EXTERIOR FIP.tISH- EMBEDMENT j DH. [)21 <351000 BY OTHERS. INTERIOR 10 GR. 9 SELF -TAPPING SCREW Z `^ 1/4 MAX. o INSTALLATION ANCHOR rnPERIMETERSEALANT SHIM SPACE o ZBYOTHERS METAL TUBE/STUD 0R APPROVED o z o p p m a O.A. EXTERIOR ( i INTERIOR j MULLION BY OTHERS, SEE SHEET 1 INSTALLATION N0 Z i D w UNIT HEIGHTw l 11 Np TE -14 0 u qw m Z SEL GLAZING EXTERIOR PERIMETER SEALANT p ¢ a w a Z DETAIL, SHEET 6 BY OTHERS 05 O.A. m d UNIT WIDTH en HORIZONTAL SECTION VERTICAL SECTION 5 JAMB -METAL TUBE/STUD OR APPROVED MULLION m 5 HEAD -2X WOOD BUCK THROUGH FRAME n THROUGH FRAME Z5) #14 PANCAKE HEAD SCREWS TO C. SEE GLAZING FROM STRAP PROVIDED HFRAME, HOLES DETAIL, SHEET 6 4.0000TOACCOMODATE #14 DIA. 4.0000— N O 1EXTERIpRINTERIOR 2:0000- 2;0000- 1-4 a ANCHOR STRAP, AT TWIN & W nLu TRIPLE CONFIG ONLY. SEE. PLAN VIEW-ANCHCRSTRAP 0.0620- LiE UNIT // P/N50-2995-2) DETAIL. AT 4.0020 HEHEIGHT! CRIGHTFopINSTALL, REQ. 0.5000 1/4" MAX. 2;3750 zPERIMETERSEALANTSHIMSPACE----- Z BY OTHERS a— ANCHORSEXTERIOR. P."0:7500{2) 3.0000(2) 6.0000 INSTALLATION FINT,,kI BY MIN. FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR STRAP (P/N 50-2995-2) OPENING, SEE ANCHOR tG•_,.•''` p OTHERS a a '' a' EMBEDMENT REQUIREMENTS BELOW. J izr PRECA575ILL f• --` j.. BY OTHERS e . r 4' ANCHOR 5.iRAP ANCHORING MENT5% RE43C ts 3/16" ITW TAPCON A n TA. FOR INSTALLATION 10 CC RE7- E/MA5pN RY USE (4) 3/6" ITW APGONSIINSTALLATIONANCHORa a ° PRO` E 13/4" M,IN, PER S TRAP, MIN. 1-1/4" EMBEDMENT, MIN. 1-3/4" EDGE DISTANCE. EDGE DISTANCE{ 4TB. FOR INSALLATION TO METAL STUD, USE #10 SELF -DRILLING SCREWS, w .-•, m T GR, 5, PER STRAP, MIN. 3 THREADS PENETRATION, MIN:3/4" EDGE DISTANCE, TO I- -^ 0' a M w C. FOR INSTALLATION WOOD, USE (4).#10 WOOD SCREWS PEP. STRAP; MIN. n U D VERTICAL SECTION 1 1/2" EMBEDMENT; MIN. I" EDGE DISTANCE. 5 SILL - CONCRETE/MASONRY^ DWG'+Y 5 W D002THROUGHFRAME SHEET: 5 OF 6 INTERIOR Q INTERIOR .—e EXTERIOR iCl O n oo ( 0— SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF, SEE BELOW FOR REINF REQUIREMENTS REQUIREMENTS: VERTICAL SECTION l-H--- HORIZONTAL SECTION MEETING STILE l 6 INI'ERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCINC+ IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), DESIGN PRESSURE +/- 35 PSF 36 X 84, (0/X),DESIGN PRESSURE +/- 35 P5F 38 X 74, (O/X), DESIGN PRESSURE+/- 50 PSF 38 X 77, (O/X), DESIGN PRESSURE+j- 35 PSF 72 X 84, (O/X-0/X), DESIGN PRESSURE+/- 35 PSF 76 X 72, (O/X-0/X), DESIGN PRESSURE +/- 50 PSF 108 X 62; (O/X-O/X-O/X), DESIGN PRESSURE +/-50 P5F 108 X 72, (0/X-O/X-O/X), DESIGN PRESSURE +/-50 PSF s- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING 5IZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE +/- 35 PSF 0- STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING 5IZE/RATINGS: 76 X 62, (O/X-0/X), DESIGN PIZE55URE +/-.35 PSF NOTE: ALL GLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 RA55 LOAD RESISTANCE. 5/8" G.A. I.G. GLASS EXTERIOR /f INTERIOR C O MSN. GLASS p BITE 1/2" 1/8" SETTING BLOCK GLAZING DETAIL 1 NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN P' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED I5 NOT EXCEEDED. 2. BUCK, MAY BEFLUSHWITHFACE -OF THE BLOCK: 1/4" ITW TAPCON ANCHOR 4" FROM CORNERS 16" MAX. O.C. THEREAFTER_ 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. BY OTHERS 11/4" MIN. EMBEDMENT 11/2" MSN. EDGE r y DISTANCE 2" MIN: EDGE `\\ DISTANCE `- CONCRETE/.MASONRY BY OTHERS BUCK INSTALLATION DETAIL Silver Lino tnAndersen W N DDW %•DDORS ONE SILVERLINE DRIVE NORTH Cp.VNSWCtX, N-08902 PH: C/52)n35-.DCO v 2m O zC) pia aJ 31VJ D V n < x D J 7 Z tjtj W m W ?.r m n° n D¢Ha w DO Z p ¢ I, a2Za nc E V) z Q C T T LL] W y m CI CT _ U Z o a v y SWD002 SHEET' 6 OF a WINDOW & COOR MANVFACTURFERSA8SOCIATI N Hallmark® Certificate Of AMS, INC. tiWnWUMAdminismivc,Managemrnt Conformance and License (CCL) AA s3rssm t3n, i Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48) " Type -HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psf) 440-H-025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm 89241.01-109-47 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 psf 440-H-025.39 2900/490070 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in) -H 440-H-025.40 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 9141930 mm (36x76 in) -H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20!2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25; Size tested 11 18m 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure= 180Pa (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965x1676mm' (38x66in")-Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 3601?a (7.52psf) WD -20 10/14/09 Friday, May 13, 2016 Page 7 WINDOW a DOOR L F MANUFACTURERS Aa IA -11014 Hallmark@ Certificate of AMS, INC. WD MConformance and License (CCL) ° . A in7fnisirscmc7 Mlnccnt Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/l.S.2/A440-08 Class LC-PG50; Size tested 11 18m 1575mm C7074.01 7/1/2013 5/1/2017 1118x1575mm* (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 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 12/ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 5/1/2017 E-1886-05 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm (48x72in)-H; DP+30/-30; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/14/2014 2/24/2017 965mm x 1880mm * (38 x 74in*) Type -H; DP +50/-50 psf; Water Test Press 360Pa 7.52pst) 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 12/12/2017 1321 x 1854mm (-52 x 73 in.) Type -H WD -20 10/14/09 Friday, May 13, 2016 Page 8 0008 B, Jltl OF CTURE SASS KnoNallmark K Certificate of Conformance and License (CCL) n, Adminisirstivo NlanAgrIaknt: 8ystcrrt'„t AG. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I,S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.) Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 101/1.5:2/A440-11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.62 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-025.63 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psf) 440-H-025.64 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 814/2024 1219mm x 1829mm (48 x 72) * Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.65 2900-4900 Series/2901-4901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) * Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-025.66 2900-4900 Series/290114901 Oriel Single Hung 101/1:S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-025.67 2900-4900 Series/2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.68 2900-4900 Series/2901-4901 Single Hung 101/l.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 psf; Water Test Press 360Pa (7.52psf) WD -20 10114109 Friday, May 13, 2016 Page 9 WINDOW & ODOR t41Af Ur—A TUBER A IATIOI~ Hallmark® Certificate of AMS, INC. Adn inisimtivc,f*iap naens W MA48$> Conformance and License (CCL) systcms' lm Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.emscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109-47-r1 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)* Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-025.70 2900-4900/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-10947 1/15/2016 2/8/2026 1.118mm 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 inrH 440-H-027.20 2907TW/4907TW 101/l.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/1312016 2286x1880 mm(90x74 in)-H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm 09952.01-109-47 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 7.52psf) 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-027.24 2902/4902 Twin Single Hung Window 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 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/LS.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/l.S.2/A440-11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-47 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psf; Water Test Press 260Pa 5.43psf) WD -20 10/14/09 Friday, May 13, 2016 Page 10 WINDOW & DOOR MANUFACTURERS ASSOCtAT'ION Hallmark® Certificate of , w AMS, INC. Adtninistmdvc Managc=titU,"", W D M A Conformance and License (CCL) Syst mi:lnc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-490012902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type -H; DP +15/-15 psf; Water Test Press 180Pa (3.76psf) 440-H-027.28 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) * Type -H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.29 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)* Type -H; DP +25/-25 psf; Water Test Press 180Pa (3.76psf) 440-H-027.30 2900-4900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type -H; DP +15/-15 psf; Water Test Press 360Pa (7.52psf) 440-H-027.31 2900-4900129024902 Twin SH 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)* Type -H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.32 2900-4900/2902-4902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)* Type -H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.33 2900-4900129024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type -H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-028.14 2903/4903/ 70 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm 6643001 4/5/2012 12/16/2016 2737xl575mm (108x62in}H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84in)-H 440-H-028.16 2900/4900170 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1/17/2017 2718x1575mm*(107x62in*-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type -H WD -20 10/14/09 Friday, May 13, 2016 Page 11 WINDOW & DOOR 1NUFACTURERSASSOCIATION Hallmark® Certificate of ` Alvi5, INC. y d ` AdminWm ive ManagmentWru" M A Conformance and License (CCL) sys"mq,Inc. Silver Line Building Products Mfr 1D: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-109-47 11/7/2014 2/21/2018 2737mm x 1829mm (108 x 72) Type -H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type -H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 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 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type -H; DP +30/-30 psf; Water Test Press 220Pa (4.59psf) 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in) -H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 11 118M 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118xl524mm` (44x60"in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psf) 440-H-029.08 2900-4900/2907-4907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109-47 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type -H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109-47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in)-H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type -H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109-47 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type -H WD -20 10/14/09 Friday, May 13, 2016 Page 12 r WINDOW SAStATION Hallmark® Certificate of Conformance and License (CCI.) 9j 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Silver Line Building Products Mfr ID: 440 TEL (312)6734828 www.wdma.com TEL (315)646-2234 staff@amscert.com 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) 101/l.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 5.43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: Wide High Test Report # 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290,01-109-47 John tdcFee, VP c AMS, INC. Administr &C, Ma nagrnXna 5ystctr<,1nc. CertDate ExpDate 11/23/2015 4/27/2025 11/23/2015 4/27/2025 rains, Tf,71AL4 Hallino? By: 4,121 r,14 Rhonda Schon, Authorized Representative, AMS 1 Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)6734828 www.wdma.com TEL (315)646-2234 staff@amscert.com WD -20 10/14/09 Friday, May 13, 2016 Page 26 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 5th Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1 — A (Certificate) Windows Single Hung Series 2900/4900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/15/2015 C -t -t - 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' 01111111////,/ ES F. O Z'-• 0; o T TUjcr 0% 441 Hermes F. 00Iltttrero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and. Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 5th Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5th Edition Florida. Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5th Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 FL#: FL19715 Date: 12/15/2015 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD -61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 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. 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 10/27/2016 Florida Building Code Online BCIS Home I Log In I User Registration C Hot Topics I Submit Surcharge I Stats & Facts I Publications I FBC Staff I BCIS Site Map Links I Search Florida Product Approvalr (. bil USER: Public User y=d',"'cK;'FF SbttsS Product Approval Menu > Product or Aoolication Search > 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 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 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 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL9174 R11 COI Cert of Ind Scates 2011 s.odf Standard DASMA-108 DASMA-115 Year 2002 2005 https:/Mrww.floridabuildi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufl 1 JRfWxf6u7ojnlOheH %2bR KJkizESWxAzegKuYBGeGQ%3d%p3d 116 10/27/2016 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 04/06/2015 Date Validated 04/28/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products 5120 / 6100 / 9100 #0231 FL # Model, Number or Name Description 9174.1 S120/ 6100/ 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing FL9174 R11 II 0231 318996 P5.odf available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0228 318958 P7.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf i Impact Resistant: Yes FL9174 R11 II WDJambSuoDlementP16 s.pdf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes FL9174 R11 AE Eval Rept 9100 rl s.pdf Evaluation Reports FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf FL9174 R11 AE ASTM A 653.0 FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.2 5120 / 6100 / 9100 #0229 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0229 318959 P8.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 R11 II WDJambSuoplementP16 s.pdf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.Ddf door. FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.3 5120 / 6100 / 9100 #0230 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0230 318960 P10.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: Yes FL9174 R11 II WDJambSuoplementP16 s.pdf Design Pressure: +25.90/-28.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.4 5120 / 6100 / 9100 #0231 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0231 318996 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.0f Impact Resistant: Yes FL9174 R11 II WDJarnbSupplementP16 s.Ddf Design Pressure: +30.00/-33.50 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.Ddf door. FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0234 319022 P5.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.Ddf Impact Resistant: Yes FL9174 R11 II WDJambSuoplementPl6 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 https:/ANww.fl oridabui I di ng.org/pr/pr_app_dtl .aspx?param=wGEVXQwtDqufl 1 J RfWxf6u7oj ni0heH %2bR KJ kiz ESW xAzegKuY8GeGQ%3d%3d 216 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.1)df FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 tt 319040 P1 Post.pdf Impact Resistant: Yes FL9174 R11 tI Track Supplement Chart P10.Ddf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSupplementP16 s.pdf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.7 15120 / 9100 #0232 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +12.40/-13.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0232 318999 P5.Ddf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WDJambSuoDlementP16 s.Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.8j 5120 / 9100 #0233 18' 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: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.9 15120 / 9100 #0236 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: Installation Instructions FL9174 R11 II 0233 319000 P5.Ddf FL9174 R11 II Track Supplement Chart P10.odf FL9174 R11 II WDJambSupplementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.Ddf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0236 319024 P6.pdf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track Supplement Chart P10.pdf FL9174 R11 II WDJambSupplementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf 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 Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0237 319025 P6.pdf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track Supplement Chart P10.0f FL9174 R11 II WDJam1bSupplementP16 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 Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes https:/twww.floridabuiIdi ng.org/pr/pr_app_dtl.aspx?param=wGE\/XQwtDqufl 1 JRfVVxf6u7oj nlOheH %2bR KJkizESVVxAzegKuY8GeGQ%3d°/aid 3/6 10/27/2016 Florida Building Code Online 19174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing I #0600 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions. FL9174 R11 II 0600 319026 P4.pdf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 II WDJambSupplementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.1)df FL9174 R11 AE Eval Rept 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: Installation Instructions FL9174 R11 II 0601 319027 P4.pdf FL9174 Ril II Track Suoolement Chart P10.odf FL9174 Rll II WDJambSuoolementPl6 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.gdf FL9174 R11 AE Eval Reot 9100 ri sxdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.pdf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0602 319028 P5.pdf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 R11 II WD3ambSuoolementP16 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s,pd 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 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0603 319029 P5.odf FL9174 Ril II Track Supplement Chart P10.odf FL9174 Rll H WDJambSuoolementPl6 s.pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 20145.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 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0604 319030 P5.pdf FL9174 R11 II 319040 P1 Post.odf FL9174 R11 II Track Suoolement Chart P10.pdf FL9174 Rll II WDJambSuoolementP16 s.pdf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.pdf FL9174 R11 AE Eval Rept 9100 rl s.pdf 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 Ril II 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supplement Chart P10.pdf Impact Resistant: No FL9174 Rll II WDJambSuoolementP16 s.pdf https:/AwAw.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqufllJRflNxf6u7ojnl0heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10/27/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 ri s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.0f Created by Independent Third Party: Yes 19174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing 0606 1 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0606 319032 P6.Ddf FL9174 R11 II 319040 P1 Postxclf FL9174 R11 II Track Supolement Chart P10.Ddf FL9174 R11 II WD]ambSuoolementP16 s.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.Ddf Created by Independent Third Party: Yes 9174.18 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Solid only - 0609 1 no glazing available. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.19 15140/6100/9400/9600 #0608 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0609 319035 P5.Ddf FL9174 R11 II 319040 P1 Post.Ddf FL9174 R11 II Track SuDDlement Chart P10.1)df FL9174 R11 II WDJambSuoo1ementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0608 319034 P4.Ddf FL9174 R11 II Track 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.Ddf FL9174 R11 AE Eval Rept 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0607 319033 P5.Ddf FL9174 R11 II Track SuDDlement Chart P10.Ddf FL9174 R11 II WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.Ddf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 20145.Ddf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDquFlIJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 5/6 10/27/2016 Florida Building Code Online w® eChecY - . Credit Card Safe https://www.floridabuilding.org/pr/pr_app_dU.aspx?param=wGEVXQwtDquFl1JRfWxf6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGQ%3d%3d 6/6 A Division of Overhead Door Corporation Jamb Connection This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS LOAD PER JAMB LB/FT NOTE a MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP DOUGLAS FIR SPF SPECIFIC SPECIFIC SPECIFIC GRAVITY - 0.55 GRAVITY - 0.46 GRAVITY - 0.42 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft pa eNSF rFp i No. 51737 STATE OF ;; 4fLORM` SSIONA; ?` tIII 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/211, AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. S. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD 818.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33 -06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS LOAD PER JAMB LB/FT)"oTE 3 MAXIMUM NAIL SPACING PER JAMB (IN) MAIN SUPPORT MEMBER SPECIES SYP DOUGLAS FIR SPF SPECIFIC SPECIFIC SPECIFIC GRAVITY - 0.55 GRAVITY - 0.46 GRAVITY - 0.42 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8. 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a 40 j.A No. 51737 STATE OF `I - Z O,c FtORVO% p?N rriii 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1'2203 Revision P16 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE SBFTS No. M737 0 STATE OF Iob rrri1 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/FT "ore' 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 1 11 13 16 780 10 13 16 800 10 13 15 SBFTS No. M737 0 STATE OF Iob rrri1 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS CENge No. 51737 0 STATE OF SSIONA%- J11I I1\\\ 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1'2203 Revision P16 MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE 2000 PSI GROUT FILLED CMUNOTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 1 16 1 17 N/A CENge No. 51737 0 STATE OF SSIONA%- J11I I1\\\ 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1'2203 Revision P16 SCHEDULE5 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR 1 • No. 51737 0 3iATE OF i O•c !ClOR OP'•(j N i/Fss ONA; ? l 1 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fU2 = 2401b/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT Nore4 2500 PSI CONCRETE NOTE I 4000 PSI CONCRETE NOTE ' 2000 PSI GROUT FILLED CMUNOTEI 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 1 • No. 51737 0 3iATE OF i O•c !ClOR OP'•(j N i/Fss ONA; ? l 1 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fU2 = 2401b/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 Wagner Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 S. SCA N`,\'a ENBF TFS' No. 51737 i -0 STATE OF 01" S1QNA GN Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53 -06'00' JOHN E. SCATES'PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF "NOLOAD CONSTRUCTION DETAILS. MP SF SEE DETAILS 1, 2, AND 3 REQUIRED FOR VERTICAL 1 - POST REINFORCING SYSTEMS. MINIMUM 2x6 p3 CL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4'• 2-3/4" 2) 3/8" SIMPSON TITEN HD SCREW ANCHOR W1 TH A 1 1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". DETAIL 1 MINIMUM 2500 PSI CONCRETE NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS. MINIMUM 2x6 q3 CL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 8" 4" 4" 8" 4" 4) 3/8" SIMPSON TITEN HO SCREW ANCHOR WITH A 1-1/4" WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 4". DETAIL 2 MINIMUM 2000 PSI GROUT FILLED CMU NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS. MINIMUM 2x6 Q3 CL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4" 4" 1-1/2 1_1/2,• 4) 3/8" DIA. LAG SCREWS WITH 1-1/4" O.D. WASHERS. LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1-9/32" INTO THE MAIN SUPPORT MEMBER. TAI WOOD SUPPORT STRUCTURE NOTE;MAXIMUM DESIGN LOAD CAPACITY OF 2430 LBS. REVISIONS NAME SHEET 1 OF 2 CHECKED JAMB CONNECTION SUPPLEMENT DRAWING PART NO. REV. 324620 P16 Wayne® Balton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 NNO,t, c sBATFiS' No. 0737 yam_ STATE OF N SIONA; `N Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26 -06'00' JOHN E. SCATES. PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS. MIN 2500 PSI CONCRETE NQ7f; MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE RECORD - 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED. MIN 6" BETWEEN JAMB BRACKET LOCATION - JAMB BRACKET - 1/4 -20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK 2 3/4" EDGE I MIN 2 x 4 SPF (C-0.42) OR BETTER WALL STUD NOTE: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE EXTERIOR 5/16" LAG SCREW MATH 1-9/32" EMBED IN CENTER OF STUD (t 1/4") FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MA% 420 LBS PER LAG FASTENER SHEET 2 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS DATE NAME 4 10 13 GRT EDI I DRAWING -PART N0. REV. 324620 IP16 The Genuine. The Original. O April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Overhead Door Corporation 2501 S. State Hwy 121, Suite 200 Lewisville. TX 75067 Phone 4695497100 Fax 4695497281 mwv.overheaddooncom This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 65306. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 11%IIkIIII III/ JQR NO, 779 $ a NATE OF NAL 1 r Horton ronco Overhead Door Corporation ASubsWiayofSanwaHoldings(orporatwn. 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. V/ "-( two FL 09174-R7 Test Reports ETC -06-976-17575.1, static per 108-02, dated 5/30/2006 ETC -06-976-18185.0, static per 108-02, dated 10/27/2006 ETC -06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL -368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. r to/u, 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 C trQJ tw C- a 3 rt0(t 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 & 202OW Rev P4 202OW 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 202OW 202OW 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 202OW-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 I E. ZA o 4 (0(l), tt 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 %2" MDF decorative overlay. c E, - a 5 "D(t® tk FL 09174-117 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, JoNn E. Scates, P.E. Y Florida PE # 51737 o(t 0 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 5th Edition (2014) FL 09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-R9 conform to the requirements of the 5th Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17 -06'00' John E. Scates, P.E. Florida PE # 51737 Sot II NO No. 51737 , 0 Sun OF ZZ 2i0.t`!COR14P sS/ONAL \aa ,` 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) ,y8x1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75" AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090" MINIMUM SSB GLAZING IN MOLDED FRAMES GLUED WITH A 1/8' BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF 10) /Bxt" SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75" AND A MAXIMUM LENGTH OF 39". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. GLAZED SECTION REQUIRES 18 GA J -STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-140/8' SELF DRILUNG CRIMPTITE SCREW TO ATTACH THE J -STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4' MAKROLON-AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21" AND A MAXIMUM LENGTH OF 50.08'. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U -BAR ON UPPER INTEGRAL RIB (SEE DETAIL G SHEET 2). 18 GA J -STRUT SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREW TO ATTACH THE J -STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. 13 GA HORIZ ANGLE 13 GA FLAG ANGLE 16 GA MIN HORIZTRACK 5/160-5/8' LAG SCREWS MIN 3 AS SHOWN) 16 CA MIN VERT TRACK 5/160-5/8" LAG SCREW AT EACH JAMB BRACKET 1/4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT AT EACH JB JAMB BRACKET LOCATION 15 GA STIFFENED JAMB BRACKETS SEE SCHELDULE FOR OUANITY, LOCATION, AND TYPE 8. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - ,040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #8x1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E. SCATES, PE 3121 FAI RGATE DR. CARROLLTON, TX 15007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. 0 n 1-1— Awa ,'nn VR EQUAL TO 12' KEY LOCK OR SLIDE LOCK 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/16" TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE 7'-0' LOCK SHOWN FOR S. KEY LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE, (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET GA MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U -BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1" DEPTH. ON DOORS WITH OTHER 8 SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LIFT LISTED ON THIS DRAWING. 8. DOOR JAMB TO BE MINIMUM 2x6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - ,040" MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) #8x1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS. LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JOHN E. SCATES, PE 3121 FAI RGATE DR. CARROLLTON, TX 15007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. 0 n 1-1— Awa ,'nn VR EQUAL TO 12' NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-200/16" TRACK BOLT AND NUT. 01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB RACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED 0 ATTACH TO TRACK. ALL DOORS WITH HIGH UFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS, SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'-0" ALL +207.2/-230.4 14'-0" ALL +181.3/-201.6 12'-0" ALL +155.4/-172.8 10'-0" ALL +129.5/-144.0 Wagnc® Dalton IISION OF OVERHEAD DOOR CI 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 STATIC PRESSURE RATINGS APPROVED SIZES DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" TEST (PSF): +38.85/-43.20 MAX HEIGHT: IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" MODELS 5120/6100/9100 WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U -BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGEDCENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. CRT 3/8/06 P5ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION.ADDED LHR TRACK OETAIL SHEET 2, GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE, GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 N.T.S. SIZE: A DATE NAME I 3/8/D6 GRT ED 4/6/06 MRB SHEET 1 OF 2 DRAWING PART N0, I REV 318960 IP10 JAMB BRACKET SCHEDULE DOOR NO. OF NO. OF JAMBRACKETS HEIGHT SECTIONS (EACH JAMB) TRACK TYPE LOCATION OF cENTERLINE OF JAMB RACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS 3 2") 7'-0' 4 6 OI JB), 13' 01 , 25-1/2" JB), 34' (JB), 45-1/4" (01), 63" (JB) 7'-0' 4 6 FAT JB), 10' JB), 21-3/4 (JB), 29-3/4' (JB), 42" (JB), 63-1/4' JB 8'-0' 5 8 01 JB), 13' (01), 23" (JB), 34" (JB), 47-1/4" 01), 58" (JB), 67" (01), 75" (JB) 8'-0' 5 8 FAT JB), 10' JB , 21-3 4' (JB), 29-3/4- (JB), 48' (JB), 57-1/*- (JB), 66' (JB), 75 8'-O"/HIGH LIFT ROOF PITCH SEE NOTE BELOW NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-200/16" TRACK BOLT AND NUT. 01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB RACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED 0 ATTACH TO TRACK. ALL DOORS WITH HIGH UFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS, SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR HEIGHT UNIFORM LOAD EACH JAMB (PLF) WIDTH 16'-0" ALL +207.2/-230.4 14'-0" ALL +181.3/-201.6 12'-0" ALL +155.4/-172.8 10'-0" ALL +129.5/-144.0 Wagnc® Dalton IISION OF OVERHEAD DOOR CI 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 STATIC PRESSURE RATINGS APPROVED SIZES DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0" TEST (PSF): +38.85/-43.20 MAX HEIGHT: IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" MODELS 5120/6100/9100 WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U -BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGEDCENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. CRT 3/8/06 P5ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION.ADDED LHR TRACK OETAIL SHEET 2, GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE, GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION CRT 3/15/11 N.T.S. SIZE: A DATE NAME I 3/8/D6 GRT ED 4/6/06 MRB SHEET 1 OF 2 DRAWING PART N0, I REV 318960 IP10 13 GA ADJUSTABLE TOP PLACE U -BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES - HOLES EACH END FACING UPWARD IN BOTTOM OF U -BAR / AND ATTACH THRU END CAP AT WITH (2) i/4 -14x5/8" EACH END WITH (2) 1/4-14x78" CRIMPTITE SCREWS SELF DRILLING CRIMPTITE SCR WS FOR STANDARD TRACK AND (3) 0 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH °. ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK 13 GA ROLLER SLIDE ATTACHED TO LQUIVALLNI— 3. 18 GA U -BARS SHALL BE STAMPED "46" APPROXIMATELY 8- PRE -PUNCHED HOLES IN TOP OF U -BAR PLACE U -BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH ENO USE VIEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1/4-14x7/8" NOTCH DOWN TO CLEAR BOTTOM SELF DRILLING CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U -BAR PLACED OVER TOP WITH (4) 1/4-14x5/8" / RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END WITH (1) 1/4-140/8" SELF DRILLING ATTACHED) I CRIMPTITE SCREW LOCATED ON THE SHOWN AND USE (1) 1/4-14x7/8" SELF BOTTOM FLANGE OF THE U -BAR NOTE DUE TO CLEARANCES REQUIRED TO 2" NYLON STORMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH 0. U -BARS, ALL U -BARS SHALL BE 4-1/2" STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALUNG ROLLER SLIDES AND TOP PRE -PUNCHED HOLE LOCATIONS. FIXTURE ON THE BARS. SEE ESATTACHMENTNOTES ON THIS SHEET. HED18GA HINL1OF PLACE U -BAR OVER INTEGRAL RIB AND ATTACH WITH (6) 1/6" OF WITH (2) 1/4-20x5/8" CRIMPTITE (2 WHICH AREY PRE PUN SCREWS THRUPRE -PUNCHED HOLES AT ATTACHED,HICH EACH INTERMEDIATE HINGE ARE FIELD ED INTO 1 THRU FLANGE TOP LEAF, OF U -BAR AND BOTTOM WHICH IS FTALLED LEAF AND 1 THRU THRU PRE -D HOLEHINGEWEB OF U -BAR AND IN U -BAR) DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET LQUIVALLNI— 3. 18 GA U -BARS SHALL BE STAMPED "46" APPROXIMATELY 8- FACTORY ATTACHED WITHFAORYATTACH Ir 3)1/ITE 0 PLACE U -BAR OVER INTEGRAL RIB WITH SCREWSCRIMPTBRACKET STATIC PRESSURE RATINGS APPROVED SIZES SC NOTCH DOWN TO CLEAR BOTTOM I AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-14x7/8" TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" OF IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CF JOHN E. SCATES. PE 3121 FAIRDATE DR. CARROLLTON Tx 75007 FL PE 51737 T% PE 56308/F2203 SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, MODELS 5120/6100/9100 DIVISION OF OVERHEAD DOOR COR 3395 ADDISON DRIVE SHOWN AND USE (1) 1/4-14x7/8" SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM BOTTOM OF THE BOTTOM U -BAR AT U -BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-140/8" SELF DETAIL D HINGE LOCATION. USE (1) 1/4-20x5/8" DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL THIS SHEET. 18x3/4" MIN STAINLESS SCREWS WITH STAINLESS i BACKED RUBBER WASHERS 3-1/2" O.C. MAX 1/8" BEAD GEULTRArLAZE SSG4000AC ISTRUCTURAL SEALANT OR I I I DETAIL A USED ONLY ON IMPACT - - GLAZED SECTION - 11 GA REINFORCEMENT BRACKET ATTACHED WITH (4) 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U -BAR) Ill m- wel 1) 1/4-140/8" SELF DRILUNG CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J -STRUT & OPERATOR BRACKET. NOTE- J -STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET 1 ATTACH BOTTOM BRACKET TO BOTTOM U -BAR WITH (2) 0 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS_ T m DECORATIVE OUTER WINDOW POLYCARBONATE IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3", 18 GA, 60 KSI U -BARS LOCATED OVER INTEGRAL RIBS AS SHOWN — 4) SECTION DOORS WITH (5) 3", 18 GA, 80 KSI U -BARS LOCATED OVER INTEGRAL RIBS AS SHOWN — U -BAR ATTACHMENT NOTES 1. ALL U -BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-14x5/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-140/8" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U -BARS ON BOTTOM SECTION - SEE DETAIL B AND D THIS SHEET), (2) 1/4-14x5/8" CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14x5/8" CRIMPTITE SCREW APPROXIMATELY 8" FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0", THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U -BAR EXCEPT BOTH U -BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0", THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U -BAR EXCEPT BOTH U -BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH ENO USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U -BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-14x5/8" CRIMPTITE SCREWS. REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U -BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION.ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE, INCREASED MAX HEIGHT TO B•-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 N.T.S. SIZE: A DATE NAME 3/8/06 GRT ED 4/6/06 MRB SHEET 2 OF 2 DRAWING PART NO. I REV LQUIVALLNI— 3. 18 GA U -BARS SHALL BE STAMPED "46" APPROXIMATELY 8- Ir FROM EACH END. FACER STEEL _loII STATIC PRESSURE RATINGS APPROVED SIZES SC I DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 6'-0" J/ TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" OF IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21" CF JOHN E. SCATES. PE 3121 FAIRDATE DR. CARROLLTON Tx 75007 FL PE 51737 T% PE 56308/F2203 NON-STRUCTURAL DECORATIVE INNER WINDOW TRIM A MODELS 5120/6100/9100 DIVISION OF OVERHEAD DOOR COR 3395 ADDISON DRIVE PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF 4ANOLOAD CONSTRUCTION DETAILS. DETAIL E PENSACOLA, FLORIDA 32514 WINOLOAD SPECIFICATION OPTION CODE 0230 850 474-9890 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED U -BAR FASTENER TYPE AT END CAPS AND BOTTOM RETAINER. CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/8/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS. MRB 5/10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. GRT 6/6/07 P7 MODIFED JAMB BRACKET SCHEDULE FOR FAT OPTION.ADDED LHR TRACK DETAIL SHEET 2. GRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE, INCREASED MAX HEIGHT TO B•-9". ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. GRT 7/22/08 P9 UPDATED TITLE BLOCK GRT 8/26/10 P10 ADDED LONG PANEL GLAZING OPTION GRT 3/15/11 N.T.S. SIZE: A DATE NAME 3/8/06 GRT ED 4/6/06 MRB SHEET 2 OF 2 DRAWING PART NO. I REV SPLICE PLATE LOCATION e SEE SCHEDULE 14" MAX 12" MAX 12" MAX 12u u MAX 12" MAX 1211 MAX F CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE, JOHN E. SCATES, PE 3121 FAIR ATE DR. CARROLLTON. TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF NINOLOAD CONSTRUCTION DETAILS. CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MI<` CONTINUO( WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RIVITS 11 GA MIN CLIP SEE SCHEDULE- RSW 0.28" 13 GA MIN CONTINUOUS WALL ANGLE 2 TYPICAL CLIP BOLTING DETAIL TYPICAL CLIP RIVETING DETAIL TYPICAL CLIP WELDING DETAIL TRACK 3) 1/4"-20 TRACK OR 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 MAX 46.0 PSF/-52.0 PSF DOOR MAX PSF WIDTH 46.0 PSF/-52.0 PSF 9'-0" 46.0 PSF -52.0 PSF 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN 32514 REVISIONS P2 2 INCH TRACK—CLIPS—TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 3 UPDATED FORMAT. NCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANCED TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS GRT 4/2/07 4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. GRT 8/21/07 5 UPDATED MODELS JSTED IN CHARTS, JPDATED SPLICE & CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. GRT 10/05/07 7 UPDATED CHARTS TO LIMINATE THE USE OF THE p8 CLIP (REPLACED NTH b9 ACROSS THE 30 ARD). DLP 10/24/07 8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. GRT 12/11/08 P10 UPDATED TITLE BLOCK CRT 6/2/10 DRAWN 1 8/21/07 CRT 16'-0" 46.0 PSF/-52.0 PSF SHEET 1 OF 2 Wayne 18'-0" 46.0 PSF/-52.0 PSF a® 1tOn P10 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART PEN 32514 850) A47FLORIDA 4 9890 REVISIONS P2 2 INCH TRACK—CLIPS—TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 3 UPDATED FORMAT. NCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANCED TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TITEN HD ANCHORS GRT 4/2/07 4 CHANGED FORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. GRT 8/21/07 5 UPDATED MODELS JSTED IN CHARTS, JPDATED SPLICE & CLIP SCHEDULES. DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. GRT 10/05/07 7 UPDATED CHARTS TO LIMINATE THE USE OF THE p8 CLIP (REPLACED NTH b9 ACROSS THE 30 ARD). DLP 10/24/07 8 UPDATED STEEL MOUNTING DETAIL MRB 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. GRT 12/11/08 P10 UPDATED TITLE BLOCK CRT 6/2/10 DRAWN 1 8/21/07 CRT CHECKED 8/21/07 MRB SHEET 1 OF 2 DRAWING PART N0. REV. 307494 P10 2 3/4" t1" EDGE DIST E60XX MIN. 1/8 2-24 1/8 2-24 HOLE LOCATIONS-' H 1/4-20 HEX NUT-/ 2 -,. MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL q - WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING 4 c Q n ' a .° CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP MIN 3/16" THICK STEEL FOR MOUNTING CLIP AND SPLICE PLATE SCHEDULE 5/16" x 1-5/8" WALL ANGLE WITH DECATRIM LAG SCREW OR THICK D HEIGHT OOR EQUIVALENT INTO SLICE CLIP #'S FROM MIN 2 x 6 NO.2 TRACK CLIP LICPPA EE # SPF (G=0.42) OR 7, BETTER AT EACH1/4-20x9/16" 9, 11 HOLE OR PAIR OF TRACK BOLT AND 8'-0" HOLE LOCATIONS-' H 1/4-20 HEX NUT-/ 2 -,. MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL q - WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING 4 c Q n ' a .° CONCRETE MOUNTING DETAIL JOHN E. SCATES, PE 3121 FAIRGATE DR. CARROLLTON, TX 75007 FL PE 51737 TX PE 56308/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP MODELS 5200/8000/802478-1-0-0-/81-24/8500 MODELS CLIP AND SPLICE PLATE SCHEDULE THICK MODELS 8024/8124 WITH DECATRIM OVERLAY (2-1/2" THICK D HEIGHT OOR BOTTOM TO TOP SLICE CLIP #'S FROM BOTTOM TO TOP LICPPA EE # 7'-0" 7, 9, 9, 9, 9, 11 4, 4, 12 8'-0" 5, 16 8'-0" 7, 9, 9, 9, 9, 11, 11 6, 12 9'-0" 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 5, 14 18 10'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13 4, 18 11'-0" 1 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13 20 13'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200/8000/802478-1-0-0-/81-24/8500 MODELS 9100/9400/9600/9700/9800 2 THICK DOOR HEIGHT THICK DOOR HEIGHT CLIP S FROM BOTTOM TO TOP SLICE 7'-0" 5, 6, 6, 7, 7, 9 4, 5, 6 4, 4, 12 8'-0" 5, 6, 6, 7, 7, 9, 9 4, 5, 6, 12 9'-0" 5, 6, 6, 7, 7, 9, 9, 9 4, 5, 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 4, 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 18 114'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11, 13, 13 18 MODELS 6100/8300/8700 MODELS 9100/9400/9600/9700/9800 1-3/8" 1 TO 1-5/8" THICK DOOR HEIGHT CLIP CLIP S FROM BOTTOM TO TOP SPLICE PLATE # 7'-0" 4, 4, 4, 4, 5, 6 4, 4, 4, 4, 4 6 9'-0" 8 8'-0" 4, 4, 4, 4, 5, 6, 6 4, 4, 4, 4, 4, 4, 4 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 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOORWIDTHS. CHANCED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TI TEN HD ANCHORS GRT 4/2/07 P4 CHANGEDFORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. GRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE & CLIP SCHEDULES, DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE p8 CLIP (REPLACED WITH p9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRS 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 P10 ADDED MODEL 8700. UPDATED TITLE BLOCK CRT 6/2/10 MODELS 9100/9400/9600/9700/9800 1 THICK HEIGHT CLIP S FROM BOTTOM TO TOP SPLICE PLATE # 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 r1 '-0 0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS P2 2 INCH TRACK -CLIPS -TEXAS WALL ANGLE 12 FOOT UPDATED BPJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46.00/-52.00 PSF FOR ALL DOORWIDTHS. CHANCED "TEXAS WALL ANGLE" TO "CONTINUOUS WALL ANGLE". ADDED SUBSTRATE MOUNTING DETAIL, CHANGED TO TI TEN HD ANCHORS GRT 4/2/07 P4 CHANGEDFORMAT. ADDED MODELS 9800 AND 8024 WITH OVERLAY TO TRACK CLIP SCHEDULE. GRT 8/21/07 P5 UPDATED MODELS LISTED IN CHARTS. UPDATED SPLICE & CLIP SCHEDULES, DLP 9/06/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS TO ELIMINATE THE USE OF THE p8 CLIP (REPLACED WITH p9 ACROSS THE BOARD). DLP 10/24/07 P8 UPDATED STEEL MOUNTING DETAIL MRS 04/11/08 P9 EXPANDED 1-1/2" TO 1-3/8" DOOR THICKNESS CHART UP TO 14' HIGH. CRT 12/11/08 P10 ADDED MODEL 8700. UPDATED TITLE BLOCK CRT 6/2/10 Wayne® DATE NAME 051tOn DRAWN 8/21/07 GRT CHECKED 8/21/07 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PEN( 50) A47FLRIDA4o989032514 DRAWING PART NO. 307494 REV. 1 P10TRACKSUPPLEMENTCHART Florida Building Code Online Page 1 of 3 Y.4 Yi` -- C 140p140. 06PARiM N't us ness & s y `, .. ..H, -d'3` ci"3 R 4'Sw4 i` °sa% ' 1fst OP yy„-,-.-, . ,' r {-s." „ Pr'of ssionaC Re uf t on S .f 7i -h^.b 42- . r a ,' -a s k i fsk .. COjfiA$$A9pR brida Dcpaftentof 3usines lrofessidrt e.. Product Approval USER: Pubric User Regulation Oce M jTi ,jrX,,egulare laidy. PrOdUCt Aopro l Menu > Product or Aoolicarion Search > Application Lis Application Detail u...4 ;^ sn gN AFF36E oFTHE . k ApplicationCode Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE -62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2015 Validated By Steven M. Urlch, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15332 R2 COI FLCOI.odf Standard Year AAMA/WDMA/CSA 101/I.S,2/A440 2005 W11 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 C%Yes 0 N C) N/A https://www.floridabuilding.org/pr/pr_app_dtl.aspx?paramwGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online FL15332 R2 COC FL15332-COMP.pdf Product Approval Method Method 1 Option D Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval Date Approved 05/06/2015 Summary of Products Page 2 of 3 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON- Installation Instructions REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 II 08-00500C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510807B.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON- REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 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: REFERTO APPROVAL DOCUMENT FOR DESIGN FLI5332 R2 AE 5108058.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5332 R2 II 08-02248A.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant. No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512969A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation instructions Approved for use in HVHZ: No FL15332 R2 II 08-02250A.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 FLI5332 R2 AE 512970A.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 11 08-00499C.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5332 R2 AE 5i0806B.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00501C.gdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party; Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510808B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REIN FORCED Limits of Use Installation Instructions Approved for use in HVHZ; No FLIS332 R2 II 08-00502CP-df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510809a.Odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II 08-00503C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberta Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other., REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 5108106.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Back FNett Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: ASO -487-1824 The State of Florida i5 an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement ;: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: 10 i ethic613 https://www,floridabuilding.org/prlpr_app_dti. aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 N OTES: 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 TD PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. lX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd= 1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAM- MATERIAL XTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300--04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM INHERE SPACE OF 1/15" 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 REOUIRE WATER INFILTRATION RESISTANCE. OVER: -LANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 'MOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A l 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN !N ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUF:fICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE X10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, X0, XX, XP, PX, XIP, PIX I TABLE OF CONTENTS 1 SHEET NO.! DESCRIPTION 1 NOTES 2 — 3 i ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS DMCRIPTION GATE gPPROVEp ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R._. SIGNED: 12/16/2013 AND 00pS LLCMIWlNooWw. cRast3Y J`S„P.' L0 // CARROLLTON, TX 75006 VGENs,9, oSERIES420SGDREINFORCEDWITHOUTADAPTER 96” x 96" NOTES TA T 4Fo • ORIIVD."t DRAWN: D'A'G ND. RN V. L. OB 02249 A SlDiVA`E G\ DENTS 10/30/13 1 OF 10 I FI HI 6" MAX 96" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #5 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX Frame 30.0 36.0 1 420 4.0 Height 60.00 72.00 84.00 96.00 Cn) 16" 84.0 40.0 58.4 40.0 50.9 40.0 45.7 40.0 420 lAX 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39. 920 AME 96.0 40.0 49A 40.0 43,1 38.4 38.4 35.0 35.0. IOHT 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35.OPSF NINE WITH 2-1132" SILL SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.0/ 28.6PSF NONE WITH 1-112" SILL SEE CHARTS #3 AND #4 FOR OTHPR UNITS RATINGS 6" MAX CHART #1 WITH2-1/32"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. CFF AIr1TF 9.S'HFFT 1 Design pre69ure chart (p4 Single Panel and Total Fraena Wdlh (In) Frame 30.0 36.0 1 420 4.0 Height 60.00 72.00 84.00 96.00 Cn) Pos Neg Poe Neg Pas Meg Pos Neg 84.0 40.0 58.4 40.0 50.9 40.0 45.7 40.0 420 88.0 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39. 920 40.0 2.4 40.0 45.4 40.0 40.6 37.1 37.1 96.0 40.0 49A 40.0 43,1 38.4 38.4 35.0 35.0. CHART#2 WffH 2-1132" SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (psO Frarre Single Panel and Total Frame Widthin) Height 3a,0 35.0 420 48.0 50.60 72.00 84.00 96.00 Im) Pos Neg M48.04.0 Wig Pas Neg Pas Neg 64.0 58.4 58.4 45.7 45.7 42.0 420 68.0 55,2 55.2 43.0 43.0 39A 39.4 s20 52.4 52.4 4D.6 40.6 37.1 37.1 38.4 38.4 35.0 3 ,0 REVISIONS OESCRIPPON DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/73 1 R.L CHART#3 WITH 1-1/2" SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET i Design pressure chart (psn Frarre single Panel and Total Frame Width (in) Wight 30.0 76.0 420 48.0 60.00 7200 81.00 98.00 m) Pos Meg Pos Neg Pas Nag Pos Meg 84.0 25.0 47.8 25.0 41.7 25.0 37.4 2b.0 34.4 88.0 25,0 45.2 25.0 39.3 25.0 35,2 25.0 32.2 92.0 25.0 42.9 25.0 37.2 25.0 33.2 .25.0 30.3 98.0 25.0 40.7 25.0 35.3 25,0 31.4 25.0 28.fi CHART #4 WITH 1-112"SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (psi) Single Panel and Total Frame Wdth (in) Heigh 30.0 36.0 42.0 48.0 in) 60.00 72.00 84.00 96.00 41D s Neg M35,335 Pos Meg Pos Neg 24.9 8 47.fl 37.4 37.4 34.4 3a.4 88.0 2 452 35.2 352 32.2 32,2 620 9 42.9 33,2 33.2 30.3 CHART #5 30.3 96.0 7 40.7 31.4 31.4 28.6 28.6 Number of anchor locarrons regnired Frerre Single Panel and Total Frane Wdrh pn) Wi;ht 30.a 38.0 42.0 48.0 60.0 72.0 84.0 96.0 in) H35 I Jamb I Hd5 I Jamb H85 Jamb H85 Jamb 84.0 4 6 5 8 6 6 6 6 88.0 4 fi 5 6 8 6 6 8 92.0 4 6 5 6 6 6 6 6 96.0 4 6 6 8 6 8 6 6 MI WINDOWS0W. CROSBY yRCORNDD LLC `\`\ s`y I Io'9'.. CARROLLTON, TX 75006 r,•yNGENS••ct1 SERIES 420 SGD REINFORCED WITHOUT ADAPTER '*' 0 5 *= 95" x 96" i Y l ELEVATION .. TAT OF , DRAWN: DWG NO. REV I %'• CQRl iiCs•.• V . L 08 -02249 A // 7S ONAty1FNTSDATE10/30/13 2 OF 10 84.0 25.0 47.8 25.0 41.7 25.0 37.4 2b.0 34.4 88.0 25,0 45.2 25.0 39.3 25.0 35,2 25.0 32.2 92.0 25.0 42.9 25.0 37.2 25.0 33.2 .25.0 30.3 98.0 25.0 40.7 25.0 35.3 25,0 31.4 25.0 28.fi CHART #4 WITH 1-112"SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (psi) Single Panel and Total Frame Wdth (in) Heigh 30.0 36.0 42.0 48.0 in) 60.00 72.00 84.00 96.00 41D s Neg M35,335 Pos Meg Pos Neg 24.9 8 47.fl 37.4 37.4 34.4 3a.4 88.0 2 452 35.2 352 32.2 32,2 620 9 42.9 33,2 33.2 30.3 CHART #5 30.3 96.0 7 40.7 31.4 31.4 28.6 28.6 Number of anchor locarrons regnired Frerre Single Panel and Total Frane Wdrh pn) Wi;ht 30.a 38.0 42.0 48.0 60.0 72.0 84.0 96.0 in) H35 I Jamb I Hd5 I Jamb H85 Jamb H85 Jamb 84.0 4 6 5 8 6 6 6 6 88.0 4 fi 5 6 8 6 6 8 92.0 4 6 5 6 6 6 6 6 96.0 4 6 6 8 6 8 6 6 MI WINDOWS0W. CROSBY yRCORNDD LLC `\`\ s`y I Io'9'.. CARROLLTON, TX 75006 r,•yNGENS••ct1 SERIES 420 SGD REINFORCED WITHOUT ADAPTER '*' 0 5 *= 95" x 96" i Y l ELEVATION .. TAT OF , DRAWN: DWG NO. REV I %'• CQRl iiCs•.• V . L 08 -02249 A // 7S ONAty1FNTSDATE10/30/13 2 OF 10 CHART #5 30.3 96.0 7 40.7 31.4 31.4 28.6 28.6 Number of anchor locarrons regnired Frerre Single Panel and Total Frane Wdrh pn) Wi;ht 30.a 38.0 42.0 48.0 60.0 72.0 84.0 96.0 in) H35 I Jamb I Hd5 I Jamb H85 Jamb H85 Jamb 84.0 4 6 5 8 6 6 6 6 88.0 4 fi 5 6 8 6 6 8 92.0 4 6 5 6 6 6 6 6 96.0 4 6 6 8 6 8 6 6 MI WINDOWS0W. CROSBY yRCORNDD LLC `\`\ s`y I Io'9'.. CARROLLTON, TX 75006 r,•yNGENS••ct1 SERIES 420 SGD REINFORCED WITHOUT ADAPTER '*' 0 5 *= 95" x 96" i Y l ELEVATION .. TAT OF , DRAWN: DWG NO. REV I %'• CQRl iiCs•.• V . L 08 -02249 A // 7S ONAty1FNTSDATE10/30/13 2 OF 10 MI WINDOWS0W. CROSBY yRCORNDD LLC `\`\ s`y I Io'9'.. CARROLLTON, TX 75006 r,•yNGENS••ct1 SERIES 420 SGD REINFORCED WITHOUT ADAPTER '*' 0 5 *= 95" x 96" i Y l ELEVATION .. TAT OF , DRAWN: DWG NO. REV I %'• CQRl iiCs•.• V . L 08 -02249 A // 7S ONAty1FNTSDATE10/30/13 2 OF 10 DRAWN: DWG NO. REV I %'• CQRl iiCs•.• V . L 08 -02249 A // 7S ONAty1FNTSDATE10/30/13 2 OF 10 C N FR HE 96" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX — 6" MAX Fram Single Panel and TDtal LInRWdth (in) 6" AX aM E G HT SRO 56.0 420 1 48.0 Height in) 60,0 720 84.0 96.0 HAS Jamb HAS Jamb HAS Jamb HAS Jamb 6" MAX 8 5 1 6 6 8 6 6 88.0 SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 35.OPSF NONE WITH 2-1/32" SILL SEE CHARTS #1 AND #2 SHEET2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING fMPACT RATING 25-01-28.6PSF NONE WITH 1-1/2"SILL SEE CHARTS #3 ANO #4 SHEET 2 FOR OTHER UNITS RATINGS 5" MAX REMSIONS DFSCRIP110N DArE I APPROVED ADDED FLANGE AMC) FIN INSTALLATION 12/10/13 1 R.L CHART #6 Number of anchor locations required Fram Single Panel and TDtal LInRWdth (in) SRO 56.0 420 1 48.0 Height in) 60,0 720 84.0 96.0 HAS Jamb HAS Jamb HAS Jamb HAS Jamb o4 8 5 1 6 6 8 6 6 88.0 4 B 6 6 6 8 4 6 6 6 6 6 ffSll 6 6 8 6 5 3/6" — —1 32" 2 1/32" SILL ALUMINUM 6063-T5.055 THICK 5 3/8" 1 1 /2., 1 1/2" SILL ALUMINUM 6063-T5.055 THICK MI WINDOWS AND DOORS LLC 1001 W. RD CARROLLTON, TX675006 A SERIES 420 SGD REINFORCED WITHOUT ADAPTER - *• 96" x 96" FIN ELEVATION D DRAWN: owe N0. V.L. 08-02249 SSE NTS °ATE 10/30/13 1 SHEET3 OF 10 XXInIIr111/ y GENS+ T4AfPoF ORtDP• ' VDMAL E: P lI111161j1\ 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET INM i! II II ABED OF VULKEM 116 CONSTRUCTION ADHESIVE} OR EQUAL U EE SHEET 3 #10 WOOD EXTERIOR OR. SILL OPTIONS SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS MIN. IENT MI WINooWw. cRoseYS AND DOORS LLC SP,-ILI0*/,' CARROLLTON, TX 75006 REVISIONS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 1/2- MIN. REV DESCRIPTION DATE APPROVED DWG NO. EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/ID/13 R.L S QNA} 1\\\` 1 3/8" MIN. NTS 10/30/13 4 OF 10 W000 FRAMING OR 2X BUCK EMBEYMENT BY OTHERS 1/4" MAX. SHIM 10 WOOD SCREW SPACE 318" MIN. MAX EMBEDMENT SHIM/ 4" SPACE f INTERIOR 1/2" MIN. EDGE DISTANCE EXTERIOR INTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET INM i! II II ABED OF VULKEM 116 CONSTRUCTION ADHESIVE} OR EQUAL U EE SHEET 3 #10 WOOD EXTERIOR OR. SILL OPTIONS SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS MIN. IENT MI WINooWw. cRoseYS AND DOORS LLC SP,-ILI0*/,' CARROLLTON, TX 75006 GENS9s yr SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x FRAME INSTALLATION DETAILS cV ATE OF .` j'°FS jOCORIOQ; G \ DRAWN: DWG NO. REV OS SO E249 A S QNA} 1\\\` scALE DragNTS 10/30/13 4 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW M ETAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE IIIIIIIIIII0111 10 SMS OR SELF DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WnW ASTM E2112 L TO BE SET IN 3ED OF VULKEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS T- 7/8" MI, EDGE DIST/ t 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIDNS DESCRIPTION DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L. m— JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION M( WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 95" FRAME INSTALLATION DETAILS 4w I DWG N0. IF V. L. 1 08-02249 SCALE NTS — 10/30/13 ISHEE15 OF 1D E N SF9tp o5i * OTAT P REVISIONS DESCRIPTION DATE I APPROVED ADDED RANGE AND FIN INSTAUTATION 12/10/13 1 R.1- 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. 1/4" MAX. 5 • • o' v EDGE DISTANGE SHIM SPACE a Q, 1 1/4" MIN. ede EMBEDMENT CONCRETE/ I"' NO* MASONRY a 1/4" MAX. BY OTHERS e SHIM SPACE OPTIONAL a 1X BUCK L TO BE PROPERLY 8 d SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR BE SET IN F VULKEM 116 CTION ADHE51VE L 3/16" TAPCON SEE SHEET 3 OkA FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS 1 1/4" MIN. Q<. EMBEDMENT d' 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION REVISIONS DESCRIPTION DATE I APPROVED ADDED RANGE AND FIN INSTAUTATION 12/10/13 1 R.1- 1 1/4" MIN. EMBEDMENT l'.loi,l 1/4" MAX. 5 • • o' v21/2" SHIM SPACE MIN. e EDGE o DISTANCE I"' NO* REV a mm 3/16" TAPCON e sca NTS DATE 10/30/13 "'E"S9OF 10 CONCRETE/MASONRY a BY OTHERS L OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR 701 EXTERIOR JAMB INSTALLATION DETAIL CONCRE7EJ4ASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC l'.loi,l 1001 W. CRD CARROLLTON, TX6 75006 oll v \ -,r F - Al qfigs SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x BOFRAMEINSTALLATION DETAILS TAt DF IpRto? DRAWN: I"' NO* REV 08 A sca NTS DATE 10/30/13 "'E"S9OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMWC OR 2X BUCk BY 0HER. 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR II I SLI INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLA71ON NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE W17HASTM Eli 12 1 3/8" mm EDGE DISTANCE REVISIONS DESCRIPTION DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L 1/4" MAX. SHIM SPACE INTERIOR m 0 BE SET IN J A HID EllOFVULKEM116j RUCTION ADHESIVE '#1 D WOOD UAL SCREWS SEE SHEET 3 FOR SILL OPTIONS MIN. BENT WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 00oRS LLCM1WINooWw. c lR.. L0 Rase CARROLLTON, TX 75OD6 w•v\CENSF9S 0 nix#= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS y0 , STATE OF a'" Fs 0M"- G\` DRAWN: Dwc ND. Ev V. L. 08-0022249 A r// 7S/QNAL-' \\\ DATENTS 10/30/13 7 OF 10 METAL STRUCTURE BY OTHERS 1D SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4" MAX. SHIM SPACE I 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN VULKEM 116 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 7/B" MII EDGE DISTA 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS DESCAIPnoN GATE APPROVED ADDED FLANGE AND FIN INSTAUATION 12/1D/13 R.L. w JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION Mf WINDOWS AND DOORS LLC1001tisslrullf W. C CARROL TONROTXB75006 9+- 5, w\6EN SERIES 420 SGp REINFORCED WITHOUT ADAPTER 0„6'5 x 96" x 96" FLANGE INSTALLATION DETAILS X92TATOF REV ri O cS COR10PDRAWN: DWG N0. G V. LE 8 2 49 A08-02249 i Xs'QfYAi4 N Dar srNTSiD/30/t3 8 OF 10 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FEN INSTALLATION 12/ID/13 I R.L. 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. 1/4" MAX. 0 EDGE DISTANCE Q SHIM SPACE INTERIOR 1 1/4" MIN. 4.EMBEDMENT CONCRETE/ DRAWN: MASONRY DISTANCE 1/4" MAX. BY OTHERS A SHIM SPACE OPTIONAL i- 1X BUCK CONCRETE/MASONRY BY OTHERS TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULKEM 11 S CONSTRUCTION ADHESIVE 3/16" TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS A. 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FEN INSTALLATION 12/ID/13 I R.L. 1 1/4" MIN. EMBEDMENT killII(///,/ 1/4" MAX. 0 2 1/2" Q SHIM SPACE INTERIOR MIN. EDGE DRAWN: DWG NO. DISTANCE 08 A d SCALE NTS — 10/30/13 s" 0= 299OF 10 3/16" TAPCON e° CONCRETE/MASONRY BY OTHERS r J EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRYWSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 MI WINDOWS AND DOORS LLC killII(///,/ CARROLLTONRTX 75006 v;•y GENS9ci jj o,.6j?5 * SERIES 420 SGD REINFORCED WITHOUT ADAPTER FLANGE INSTALLATION DETAILS D TAT OF kt 0RID"' NDRAWN: DWG NO. REV 08 A 5f1I1(IAill\\\ SCALE NTS — 10/30/13 s" 0= 299OF 10 WOOD FRAMING _11/4'' MAX BY OTHERS SHIM SPACE 1 1 /4" I MIN. EMBEDMENT T^ 8 WOOD SCREW 7/16" MIN EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MIN. EMBEDMENT 8 WOOD WOOD SCREW FRAMING BY OTHERS INTERIOR TRIM 7/16" MIN EDGE DISTANCE INTERIOR EXTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9. REVISIONS DESCRIFDON DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R.L. 1 5/8" MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE - BY OTHERS HOOK STRIP - a 1 1/4" MIN. EMBEDMENT f IX BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED I 3/16" EXTERIOR=.J - PANEL INTERLOCK HOOKSTRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE BY OTHERS TRIM --, 1/4" MAX. 1 3/6" MIN_ SHIM SPACE EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 10 WOOD #10 SELF DRILLING SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X SUCKWOOD FRAMING METAL STRUCTURE MI WINDOWS AND DOORS LLC okiIuul,, 1001 W. CROSBY RD \\\\\5 • L i4Y X/i CARROLLTON, TX 75006 NorEs: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 5 #^ 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NAILFIN &HOOK INSTALLATION DETAILS TAT ` NOT SHOWN FOR CLARITY x 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DRAWN: 1,111 No. REv DESIGNED IN ACCORDANCE WITH ASTM E2112 GALE NTS I DATE 1 D/30/13 08- SDEET210 OF 10 A /{f's/11111111?\\\\ NOTES: 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 AL' LOADS TO STRUCTURE. FRAMVNG AND MASONRY OPENING 15 THE RESPONSIBILITY OF -.HE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. INHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHFECT 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. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UMTS MUST BE G'_AZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SH'.M. SHIM WHERE SPACE OF 1/15" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4" 9. DOOR ASSEIJBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIR- WA"ER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE X10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION D_TA15. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS N'ITH SUFFICIENT LENGTH TO ACH11'E A 1 1/4" MINIMUM EMBEDMENT IN70 SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLAPON DETAILS. 2. FOR ANCHORING INTO METAL STRUCTURE USE 710 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT _ENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR '?VALE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE 'KSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — S-RENGTH CONFORMANCE TO ASTM C-90, GRACE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE STEEL 18GA, 33XSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM I TABLE OF CONTENTS SHEET NO -1 DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 I INSTALLATION DETAILS R_V:siDys DESC Z?TION DATE A— 0V 0 ADDED CHARTS 03/06/12 R. L, REVISED PER NEW TESTING 10/15/13 R. L. ADDED FLANGE INSTALIA-IONS 12/06/13 R.L. SIGNED: 72/06/2073 MI WINDOWS AND OOoRS LLC V.17tb oow. Ross CARROLLTON, TX 75006 0 w'\>;EN+?per 0 kSERIES430/440 XIX SGD 43" x 96" REINFORCED NOTES TAT OF . X73 , 4' Z CRAWN: D110 10. REV 0800503 50ESCALENTSDATE02/23/09 9 143" MAX FRAME WIDTH ANCHORS TO BE 6" MAX EQUALLY SPACED 6" MAX 2) ANCHORS PER LOCATION SEE CHART #5 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX 96" MAX FRAME HEIGHT 6" MAX SERIES 430/440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE +25.01-28.8PSF NONE WITH21/32"SILL WITH i 1/2"SILL SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS SEE CHARTS #3 AND #4 FOR OTHER UNITS RATINGS 6 15/16" 2 1 /32,. t 2 1/32" SILL ALUMINUM 6068 -TS _055 THICK ReASION5 REV I DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.E. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. CHART #1 WITH 21/32"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (p4 Frans Single Panel and Total Flame Width (in) X I 1 X SERIES 430/440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE +25.01-28.8PSF NONE WITH21/32"SILL WITH i 1/2"SILL SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS SEE CHARTS #3 AND #4 FOR OTHER UNITS RATINGS 6 15/16" 2 1 /32,. t 2 1/32" SILL ALUMINUM 6068 -TS _055 THICK ReASION5 REV I DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.E. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. CHART #1 WITH 21/32"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (p4 Frans Single Panel and Total Flame Width (in) tialght 30.0 36.0 420 1 47.7 in) 90.00 108.00 126,00 Pos Neg PDs Nag Pos Nog 143.00 PCs I Nag 84.0 40.0 60.0 40.0 57.9 40.0 520 40.0 48.0 68.0 40.0 60.0 40.0 54.6 40.0 48.9 40.0 45.0 42.0 40.0 59.6 40.0 51.7 40.0 1 46.1 40.0 423 96.0 40.0 56.5 40.0 49.0 40.0 43.7 40.0 40.0 CHART #2 WITH 2 1132' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET i Design presaue chart (pso Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 420 47.7 in) 90.00 108.00 126.00 143.00 PCs Meg Pos Meg Pos Neg PCs 6 15/1fi" I 1 2" 1 1/2• SILL _ ALUMINUM 6063-T5.055 THICK CHART #S WITH 1 112"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame wldth(in) Height 30.0 36.0 42.0 1 47.7 90.00 108.00 126% 3.225.0 00 in) PDe Neg Poe Meg Pas Net; Meg 810 25.0 47.8 25.0 41.7 25.0 34.5 88.0 25.0 45.2 25,0 39.3 25.0 2.4 92.0 25.0 42.9 25.0 372 25.0 30.5 96.0 25.0 40.7 25.0 353 25.9 28.6 CHART #4 WITH 1 1/2' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frama width (in) t'aigM 30.0 36.0 42.0 47.67 In) 90.00 !08.00 126.00 }43.00 Pos Neg Pos Meg Pos Neg PCs Neg 610 47.8 47.8 91.7 41.7 37.4 37.4 34.5 34.5 B8.0 45,2 452 39.3 39.3 352 35.2 32.4 324 92.0 42.9 42.9 372 37.2 332 33.2 30.5 30.5 96.0 40.7 40.7 35.3 35.3 31,4 31.4' 28.8 28.8 CHART #5 Number of anchor locations required Frame Single Panel and Total Frame Width (in) Height 30.0 1 36.0 420 47.7 In) 90.0 108.0 1200. 143.0 H&S I Jamb I HAS I Jamb H&S Jamb H&S Jamb 84,0 6 6 7 6 8 6 9 8 88.0 8 B T B 8 6 9 6 92.0 e 8 7 6 8 B 9 6 96.0 6 6 7 8 8 6 9 6 Neg 84.0 60.0 80.0 57.9 57.9 52.052.0 46.0 48.0 68.0 60.0 80.9 54.8 54.6 48.9 48.9 45.0 45.0 92.0 59.0 59.6 51.7 51.7 46.1 46.1 42.3 42.3 96,0 56.6 58. 49.0 49.0 43.7 43.7 40.0 40.0 6 15/1fi" I 1 2" 1 1/2• SILL _ ALUMINUM 6063-T5.055 THICK CHART #S WITH 1 112"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame wldth(in) Height 30.0 36.0 42.0 1 47.7 90.00 108.00 126% 3.225.0 00 in) PDe Neg Poe Meg Pas Net; Meg 810 25.0 47.8 25.0 41.7 25.0 34.5 88.0 25.0 45.2 25,0 39.3 25.0 2.4 92.0 25.0 42.9 25.0 372 25.0 30.5 96.0 25.0 40.7 25.0 353 25.9 28.6 CHART #4 WITH 1 1/2' SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frama width (in) t'aigM 30.0 36.0 42.0 47.67 In) 90.00 !08.00 126.00 }43.00 Pos Neg Pos Meg Pos Neg PCs Neg 610 47.8 47.8 91.7 41.7 37.4 37.4 34.5 34.5 B8.0 45,2 452 39.3 39.3 352 35.2 32.4 324 92.0 42.9 42.9 372 37.2 332 33.2 30.5 30.5 96.0 40.7 40.7 35.3 35.3 31,4 31.4' 28.8 28.8 CHART #5 Number of anchor locations required Frame Single Panel and Total Frame Width (in) Height 30.0 1 36.0 420 47.7 In) 90.0 108.0 1200. 143.0 H&S I Jamb I HAS I Jamb H&S Jamb H&S Jamb 84,0 6 6 7 6 8 6 9 8 88.0 8 B T B 8 6 9 6 92.0 e 8 7 6 8 B 9 6 96.0 6 6 7 8 8 6 9 6 F.A- MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED ELEVATIONS I 08-00503 NTS DATE 02/23/09 SH -2 OF 9 lR f rL o rENSF9s TAT 0F - O,p` R .•kr` s DUAL} 10 WOOD SCREW WODD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLA TION NOTES: I. INTERIOR AND EKTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW 3E SET IN VULKEM 116 TION ADHESIVE SHEET 2 SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. RENT 1/4" MAX. SHIM SPACE REVi SIONS DESCRffMON DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R -L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 SCALE NTS IDATE 02/23/09 SHEET3 OF 9 N\ s ttLldtij ii L E N St'q'D' 1r• 0 51 TATE OF a 0RldP ONAL1E: 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. WOOD FRAMING EMBE4MENT OR 2X SUCK 4_ BY OTHERS 1 3/8" MIN. 1/4„ 7 EMBEDMENT MAX. SHIM I 10 WOOD SCREW j Jy SPACE MIN. EDGEEDDISTANCE 10 WOOD SCREW WODD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLA TION NOTES: I. INTERIOR AND EKTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW 3E SET IN VULKEM 116 TION ADHESIVE SHEET 2 SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN. RENT 1/4" MAX. SHIM SPACE REVi SIONS DESCRffMON DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R -L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08-00503 SCALE NTS IDATE 02/23/09 SHEET3 OF 9 N\ s ttLldtij ii L E N St'q'D' 1r• 0 51 TATE OF a 0RldP ONAL1E: METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS 1/4' MAX. SHIM SPACE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNEO IN ACCORDANCE WITH ASTM E2f f2 1 /4" MAX. I SHIM SPACE fINTERIOR EXTERIOR REVISIONS REV DESCRIP7ION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 9 REVISED PER NEW TESTING 10/75/73 R -L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTAI LATION Ml WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 05-00503 SCALE NTS " 02/23/09 sHEET4 OF 9 R. Lo oEIV !'p., AqTPIA E OF g O'. . : REV /-:Nc40R1DA 0 //is ONALI NG` 7/8" MIN. EDGE DISTANCE dS OR RILLING R 10 SMS OR SELF DRILLING SCREWS TO BE SET IN D OF VULKEM 116 TRUCTION ADHESIVE QUAL METAL STRUCTURE SEE SHEEP 2 BY OTHERS FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNEO IN ACCORDANCE WITH ASTM E2f f2 1 /4" MAX. I SHIM SPACE fINTERIOR EXTERIOR REVISIONS REV DESCRIP7ION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 9 REVISED PER NEW TESTING 10/75/73 R -L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTAI LATION Ml WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG NO. F.A. 05-00503 SCALE NTS " 02/23/09 sHEET4 OF 9 R. Lo oEIV !'p., AqTPIA E OF g O'. . : REV /-:Nc40R1DA 0 //is ONALI NG` CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2" MW. EDGE DISTANCE 1 1/4" MIN, d n EMBEDMENT 1 1/4" MIN.1 4" MAX. EMBEDMENT SHIM SPACE 2 1/ 2I MIN. EDGE DISTANCE a INTERIOR 1/4" MAX. SHIM SPACE 3/16" TAPCON 3/16" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR INTERIOR a a EXTERIOR FfrSILL TO BE SET IN A BED OF VULKEM 116' CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 4 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE REVISIONS REV I uMRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW STING 10/15/13 R.L. C I ADDED FLANGE INSTALLATIONS 12/06/13 R.L. ML1, a- Er - 31 J JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SF_ALANT BYOTNFRS TO RE DESIGNED INACCORDANCE WITH ASTM Elf f2 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWO NO, F.A. 7- 08-00503 DALE NTS IDAT' 02/23/09 ISHEEr5 OF 9 5 11111111!! r •v C R.. 0. N,s"9cP TATE OF t— Rev "I CORM C /SjS NALAG\ EXTERIOR 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS 1 3/6" MIN. EMBEDMENT REVISIONS REV I DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. H REVISED PER NEW TESTING 10/15/13. R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR a JAMB INSTALLATION DETAIL WOOD FRAMING OH 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO, F.A. OS -00503 GALE NTS I DATE 0223/09 s"EET6 OF 9 TATE OF ry` 0RV ft G \ 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. OOD FRAMING EMBEQMENT OR 2X BUCK BY OTHERS 1 3/8" MIN. 1 /4. EMBEDMENT MAX. SHIM-- SPACE 1/2" MIN. 10 WOOD EDGE DISTANCE SCREW 1 EXTERIOR 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS 1 3/6" MIN. EMBEDMENT REVISIONS REV I DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. H REVISED PER NEW TESTING 10/15/13. R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1/4" MAX. SHIM SPACE INTERIOR EXTERIOR a JAMB INSTALLATION DETAIL WOOD FRAMING OH 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO, F.A. OS -00503 GALE NTS I DATE 0223/09 s"EET6 OF 9 TATE OF ry` 0RV ft G \ METAL STRUCTURE BY OTHERS p o SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SEC77ON METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 1/4" MAX. SHIM SPACE OR 7/8 MIN. LUNG EDGE DISTANCE X10 SMS OR SELF DRILLING SCREWS 0 HE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL METAL STRUCTURE BY OTHERS SEE SHEET 2 FOR SILL OPTIONS 1 /4" MAX. FSHIM SPACE INTERIOR REVISIONS REV DESCRIPTION DATE APPRCVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. a aA EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: OWO NO. F.A. 08-00503 SCALE NTS IDA7E 02/23/09 jsHEEr7 OF 9 tt I RL 0 (// moi 0 51 •* ro TATE OF c ORiOP• Fir •' . C7 1ONA41\\\` EXTERIOR I I I I I INTERIOR 3/16" TAPCON -\ CONCRETE/MASOI BY 0TH SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS F 1 1/4" MIN, EMBEDMENT G a VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETE40SONRYfIVSTALLATION EDGE DISTANCE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 JAMB INSTALLATION DETAfL CONCREr E/MASONRY INSTAL LATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC i001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG N0. F.A. 08-00503 SCALE NTS °fig 02/23/09 sHEUB OF 9 v,• ENSU •s TAT OF 0. I FS;::ZORVD't-\'\ REVISIONS 2 1/2" MIN. REV DESCRIPTION DATE APPROVED CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L MASONRY BY OTHERS 4 H REVISED PER NEW TESTING 10/15/13 R.L. a3/16" C ADDED FLANGE INSTALLATIONS 12/06/13 R.L 1/4" MIN. EMBEDMENT 1 1/4" MIN.1/4" MAX. EMBEDMENT SHIM SPACE OPTONAL BUCK Z t/2MIN1XEDGEDISTANCEINTERIOR TO BEPROPERLY" MAX. SECURED SPACE: E NOTE 33/16" TAPCON SHEET 1 TAPCON EXTERIOR I I I I I INTERIOR 3/16" TAPCON -\ CONCRETE/MASOI BY 0TH SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS F 1 1/4" MIN, EMBEDMENT G a VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETE40SONRYfIVSTALLATION EDGE DISTANCE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 JAMB INSTALLATION DETAfL CONCREr E/MASONRY INSTAL LATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC i001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG N0. F.A. 08-00503 SCALE NTS °fig 02/23/09 sHEUB OF 9 v,• ENSU •s TAT OF 0. I FS;::ZORVD't-\'\ 1 5/8" MIN. EDGE DIST. TRIM —_ INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP -' 1 1/4" MIN EMBEDMENT 1X BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED 3/16" J TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM ,d 1 3/8" MIN. EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKIWOOD FRAMING REVISIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. METAL ST4STRIP B w v,•CEHSF,s o rt,' A SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOO# 10 HOOK INSTALLATION DETAILS lo , STATE OF 't4- I•QRIaP ` SELF DRILLING DWD N0. REV SCREW c CALF DAZENTS 02/23/09 9 OF 9 ANEL NTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITHASTM E2112 LLCMIWINooWw. Rosaao Rs c CARROLLTON, TX 75006 w v,•CEHSF,s o rt,' A SERIES 430/440 XIX SGD 143" x 96" REINFORCED o HOOK INSTALLATION DETAILS lo , STATE OF 't4- I•QRIaP ` DRAWN: DWD N0. REV DaSDDEso3 c CALF DAZENTS 02/23/09 9 OF 9 Florida Building Code Online Page 1 of 3 FL # FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Ci Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@ rwbl dgconsultants, 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 W, 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]. King, P.E. lJ Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independence.odf Referenced Standard and Year (of Standard) Standard Year AAMA/ WD MA/CSA101/I, S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15000 R2 Eguiv FL - 15000 Eauiv of Standards. https://www.floridabAding.org/prlpir_app_dtl. aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31/2015 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 05/29/2015 06/28/2015 07/05/2015 08/19/2015 Page 2of3 FL # Model, Number or Name Description i5000.1 a, "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or X0, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.1.pdf 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 F115000 R2 AE EVAL 1S000.i.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b, "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or X0, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.2.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 "J" part number doors and sldelltes, which have been stained or painted within 6 months of Installation.) 150003 c. "Fiber Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, 0X0, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.3.0f 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 15000.3,odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors 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 FL15000 R2 II INST 15000.4.pdf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E, 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000,4,Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Configurations) https:llwww.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000,5.ndf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5,odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y' part number doors, which have been stained or painted within 6 months of installation.) 15000,6 f. "Fiber -Classic" or "Smooth -Star" 68 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes 171-15000 R2 11 INST 15000.6.od€ Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P,E, 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.Ddf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors, which have been stained or painted within 6 months of installation.) Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone' 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State or Florida.:: Privacy 5tatement ;: Accessibility Statement :: Refund Statement under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S, must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click lie[€. Product Approval Accepts: RW echec6 Credit Ar E https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPo... 8/31/2015 THERMA TRU DOORS T 18 INDUSTRIAL DR., EDGERTON. 014 43$17 FIBER CLASSIC"/ "SMOOTH STAR" 8`0 OUTSWING w/ & w/OUT SIDELITES FIBERGLASS DOOR NON -IMPACT' GENERAL. NOTES 1. This product has been evaluated and is in compliance with the 5th Ediffon (2014) Florida Building Code FBC) structural requirements including the "High Velocity Hurricane Zone" )HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHT' this product Is required to be protected with an impact resistant covering that compiles with Section 1626 of the FBC. 4. When used in areas outside of the"HVHT'requiring wind bome debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. For 2x sfud framing constructlon, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal A Hem #39 under active doors, and all As used under inactive doors, meet water infilhafion requirements for"HVHZ". e. Outswing configurations using sill item # 19 under the door do not meet the water infiltration requirements for the "HVH2" and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopysuch that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 105.50' MAI(.OV6L4LL FRAME WIDTH 3 5 S 0 w O 3 w 8 TABLE OF CONrEMS SHEET# DESCPJPRON I Typical efev_lions, design pressures &general notes 2 Doorparlel details (Smoo star) 3 oor panel details (Fiberclasic) 4 SldeAte panel details & glazing delaUi 5 Vertical cross sections 6 Horizontal cross sections 7 Horizontal cross sections 8 BuckAnchodng 9 Frame anchoring - 10 rromeanchoring 11 Astragal detalls 12 BLD of materials & Components 105.50' MAI(.OV6L4LL FRAME WIDTH 3 5 S 0 w O 3 w 8 SINGLE OUTSWING UNrr X SEE DETAIL 'A'. 1 2 SHEET 6 rJ Jr DOUBLE W/SIDELITES Ot/'f^LW1NG UNIT OXXO 74.50' MhX. OVERALL E WIDTH 3 5 b SEE DETAILSHEET SEE 68.50' MAX. OVERALL WIDTH 9 W rg CZ nor maa 37.50" MAX. UMiC:iYPE _ W11HOfli SilRFACE $OLYS WinSU1iFACE OVERALL 67.0 67.0 WIDTH 47.0 47.0 +60.0 -60.0 3 47.0 47.0 +60.0 -60.0 0 Owl SINGLE OUTSWING UNrr X SEE DETAIL 'A'. 1 2 SHEET 6 rJ Jr DOUBLE W/SIDELITES Ot/'f^LW1NG UNIT OXXO 74.50' MhX. OVERALL E WIDTH 3 5 b SEE DETAILSHEET SEE 68.50' MAX. OVERALL WIDTH 9 W rg CZ nor maa 37.50" MAX. UMiC:iYPE _ W11HOfli SilRFACE $OLYS WinSU1iFACE OVERALL 67.0 67.0 WIDTH 47.0 47.0 +60.0 -60.0 3 47.0 47.0 +60.0 -60.0 5 a E65 0 LL 7 SINGLE OUTSWING UNrr X SEE DETAIL 'A'. 1 2 SHEET 6 rJ Jr DOUBLE W/SIDELITES Ot/'f^LW1NG UNIT OXXO 74.50' MhX. OVERALL E WIDTH 3 5 b SEE DETAILSHEET SEE 68.50' MAX. OVERALL WIDTH 9 W rg CZ nor maa Le N.T.S. M. JK 1rr: LFS WING NO.: FL -15000.3 Er t OF 12 bESiN RltES URE RATING ' UMiC:iYPE _ W11HOfli SilRFACE $OLYS WinSU1iFACE SINGLE 67.0 67.0 DOUBLE 47.0 47.0 +60.0 -60.0 SINGLE & DOUBLE WITH SIDELITES 47.0 47.0 +60.0 -60.0 Le N.T.S. M. JK 1rr: LFS WING NO.: FL -15000.3 Er t OF 12 M 5556 S;i<; ::. JK EXTERIOR zoo d 6 y U N Z J. f m' 360OR X INTERIORS m0 o a PANEL WIDTH aria 2 \ F E roz 2 a. 7 HORIZONTAL CROSS SECTION 2 DOOR PANEL cn t 4.037' x 0.336" ( EXTERIOR rdf 1.545' IBM a a DIDP LL 55 WTCH STILE TOP RAIL SMOOTH STAR) 54 (SMOOTH STAR) N z Cw O IA N DOOR PANEL - m Smooth Star 1— 1'18 o --! 1545" zo oz' mz DATE: 02124112 i HINGE STILE_ BOTTOM RAIL L L ] VERTICAL CROSS SECTION N.T.S. 5cUS7_8 STAR) 57 (SMOOTH STAR) \,2 1 DOOR PANEL °WG' BY., JK m CHK. By, LFS 3 CRAWINC NO.: O! FL -15000.3 N 0 M a 36,00" MAX. DOOR PANG WIDTH L DOOR PANEL Fiber Classic i HORIZONTAL CROSS SECTION 3 DOOR PANEL 4.022" 335" O 1 LATCH STELE J (FIBER CLASSIC) 1.208 4 HINGE STILE FIBERCLASSIC) 2 TOP RAIL FIBER CLASSIC) 5 BOTTOM RAIL FIBERCLASSIC) EXTERIOR INTERIOR VERTICAL CROSS SECTION 3J DOOR PANEL z z °o F- 02 24/12 °z LF- N.T.S. 9 1" er: JK m BY: LFS 3 WING N0.: ItN FL -15000.3 0 rr 3 OF 19 I /7' GLASS 25" STEEL IINTERCEPT INTERIOR SPACER 40 4t SEE NOTE 1 5" INSULATED GLASS W/ SMC LITE FRAME GLAZING DETAIL 13.9375" MAX. PANEL WIDTH 7.125" MAX. D.L.O. WIDTH C iN 1/2" MIN. GLASS THK, 1/8" TEMPERED GLASS AIR SPACE 1/B" TEMPERED GLASS 1 /T GLASS EXTERIOR L.25" STEEL INTERIOR INTERCEPT SPACER 40 29 SEE NOTE 1 5" INSULATED GLASS W/ PVC LITE FRAME GLAZING DETAIL 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 1/8" TEMPERED GLASS z EXTERIOR J tiO Q m Lu o 0o Im SEE NOTE 1 a `a HORIZONTAL CROSS SECTION m O 4 SIDELITE PANEL Y U M 1 2.157` 2.589" v pQ 4 1.b8 -« ` I j' 1.676" -{ o n ve O D) p d 1A m a PLASTIC LIP LITE FRAME 1 PLASTIC LIP LITE FRAME j EXTRUDED PVC J EXTRUDED SMC n F-- 1. 077 I LIT' 2 VERTICAL CROSS SECTION o SIDELITE PANEL Y oZ NOTE 02/ 424/121. Spacing for item X29 & #4i (lite frame screws) SIDELITE PANEL Smooth Star I I••+-IS3, is as follows: From the bottom up on sides; 6.5", SCALL N.T.S. h` 1.531" —{ I with (7) more spaced at 9.875" o.c. there ore (2) M. BY: JK screws both top and bottom at 2.125" in from each 08K. er: LFS t 1 SIDELITE TOP & BOTTOM RAIL 42 SIDELITE BLANK SIDE STILE36 corner. DRAWINa No - FINGER JOINTED PONDEROSA PINE, SG=0.43 36 FINGER JOINTED PONDEROSA PINE, SG=0.43 FL -15000.3 smz7 4 of 12 SEE NOTE 2 46 INT RIOR 62: _ EXTERIOR 47 30 MIS SEE NOTE I i 48 jamb with (12) item #43 a #5 x G7 8 59 f 1 \ VERTICAL CROSS SECTION at each vertical jamb, from the 5 Outswing configuration see ggeneral notes, sheetl for "HV1-IZ"` water infiltration EXTERIOR requirements MIS SEE NOTE I VERTICAL CROSS SECTION 5 1 SEE NOTE 2 46 62 INTERIOR EXl f 3 VERTICAL CR055 SECTION 5 Shown w/1x sub—buck SEE NOTE 2 46 62 INTERIOR EXTERIOR 47 4 VERTICAL CROSS SECTION 5 Outswing configuration see generQl notes, sheetlfor "q VHZ water infiltration requirements L 02/24/12 N.T.S. BY, JK C By: LFS WING NG, FL -15000.3 Er 5 OF 12 1. The sidefite is direct set into the jamb with (12) item #43 a #5 x G7 2" pfh. wood screw- There ore (4) at each vertical jamb, from the top down at 13.5", 31", 48.5" & EXTERIOR INTERIOR 66"- There are (2) at the header at 4" from the outside corners of the frame. there are (2) at the sill, 4" from the outside corners. 2. Optional surface bolt; see design pressure chart sheet 1. 6 uM za a242 1A 04420 Al - 45 E 48 •. c e " 52 VERTICAL CROSS SECTION 5 1 SEE NOTE 2 46 62 INTERIOR EXl f 3 VERTICAL CR055 SECTION 5 Shown w/1x sub—buck SEE NOTE 2 46 62 INTERIOR EXTERIOR 47 4 VERTICAL CROSS SECTION 5 Outswing configuration see generQl notes, sheetlfor "q VHZ water infiltration requirements L 02/24/12 N.T.S. BY, JK C By: LFS WING NG, FL -15000.3 Er 5 OF 12 1-1/4"MIN. EMB. ) AIN' i 1 HORIZONTAL CROSS SECTION 6 HORIZONTAL CROSS SECTION 6 R R EXTERIOR HORIZONTAL CROSS SECTION DETAIL 'A" OPTIONAL SURFACE BOLTS IN ACTIVE PANEL SEE DESIGN PRESSURE CHART) NOTE: 1. The sidelite is direct set into the jamb with (12) item #43 a #8 x 2" pfh. woodscrew. There are (4) of each vertical jamb, from the top down at 13.5", 31", 48.5" & 66". There are (2) at the header at 4" from the outside corners of the frome. there are (2) of the sill, 4' from the outside corners. wo. er, JK CNK BY: LFS FL -15000.3 Er 6 of 12 X7 RIO. 1-114" MIN. EMB. (TYP.) 2 HORIZONTAL CROSS SECTION 7 11 MIN. TYP) 1 HORIZONTAL CROSS SECTION 7 IP:3 y NOTE: 1 1. Thesidelite is direct set into the jamb with (12) item #43 a #B x 2" pfh. wood screw. There are 4) of each vertical jamb, from the top down at 13.5", 31" 48.5" & 65". There are (2) of the header at 4" from the outside corners of the frame. There are (2) at the sill, 4" from the outside corners. C Ism; N.T.S. I er; sr: FL -15000.3 Fr 7 of 12 41 4" 4C' 4,. 4" 8" NIH I II II 11 MIN CLEARANCE TYPE''', MULLON II II II EMBfi MENT. 70 MASONRY SHOWN FOR II II MASONRY 49 II REFERENCE II EDGE OPENING TYP, HEAD II MULLIONJ' T / 4" 5-114„ JAMBS II SHOWN FOR II 4" ELCO1/4" II REFERENCE Il I ! IC I I 7-i/4" 2X BUCK EI II II I I 11 ULTRACON® II Il II K^ 11 ASTRAGAL II w A aIIISHOWNFORII I II REFERENCE II II II II II it II II !I II II II II Il fl II II 41 a DOUBLE W/SIDELTES BUCK ANCHORING MASONRY OPENING CONCRETE ANCHOR NOTES: T. Concrete anchor locations at the comers maybe adjusted to maintain the min. 2X BUCK edge distance to mortorjoints. 2. Concrete anchor locations noted as 'MAX. ON CENTER" must be adjusted to maintain the min. edge distance to morfarjoints, additionof concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCHOR :: ANCHOR NIH MfN CLEARANCE MIN CLEARANCE TYPE''', SlZE;::. EMBfi MENT. 70 MASONRY T¢AL)JACENT': it II II II II EDGE II ITW TAPCON® T / 4" 5-114„ 2" 4" ELCO1/4" 7-i/4" T" 4" ULTRACON® eZ 4 MASONRY 49 OPENING TYP. HEAD h JAMBS Q II II 2X BUCK —\ I ASTRAGAL SHOWN FOR II REFERENCE II II 11 II 4 4" 6' I I I I I ( I f- MULLION II SHOWN FOR II v 49 II REFERENCE IJ II TYP. HEAD II JAMBS I II 11 II it II II II II x^ II 3 MULLION SHOWN FOR I V E II REFERENCE I II II II II DOUBLE DOOR INSWING BUCK ANCHORING MASO N R1 OPENING 2X BUCK Ci Td x w zzr n z E: 02/24/12 i v£ N.T.S. I BY.. JK m C. BY.. LFS ? wING NO.: FL -15000.3 2 a 2T 8 OF 12 M tyi D ' V nl d TOaui m pi 00 V E V x z O e0 J_ Tac m o: a c deZ w A a x w zzr n z E: 02/24/12 i v£ N.T.S. I BY.. JK m C. BY.. LFS ? wING NO.: FL -15000.3 2 a 2T 8 OF 12 7' MASONRY - OPENING FRAME - 2X BUCK - SEE DETAIL "3" VIEW DOUBLE DOOR WISJDELITES CONCRETE ANCHOR NOTES. 1. Concrete anchor locations at the comers maybe adjusted to maintain the min. edge distance to mortarjoints. 2. Concrete anchorlocahons noted as "MAX ON CENTER"must be adjusted to maintain the min. edge distance to morlarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3, Concrete anchor table. I. Maintain a minimum 518" edge distance, V and distance, & I'lo.c. spacing of wood screws to prevent the splitting of wood. A 4K 0= zo F7" 0 13 W12X BUCK P) INSTALLATION 0 n 51 W/1X BUCK MASONRY INSTALLATION K o z 0qTYHEAD d OPENING P. AMBS 5 9. Jq C; mda z00 FRAME 43 TYP. 2X BUCK SEE__ DETAIL 14 TYP. SEE SILL ui DETAIL "4" TYP. SEE NOTE I TYP. 1 11 MEW. VIEW "Al -14 SINGLE DO, UDE1 IT9, 58 59 13 30 37 13 DETAIL 'T To SURFACE BOLT STRIKE 10 AT THE SILL 13 W/2X BUCKQET41L 'J' INSTALLATION 10 60 W/1X BUCK DETAIL "5'. 43 30 - INSTALLATION cza 50 43 S 1'3 INSTALLATION11-112KII 31 W/1X BUCKDETAILXDETAIL "2" ZNSTALLATION ASTRAGAL & SURFACE BOLT STRIKE PLATE AT HEAD F- 02124112 2 df-- N.T.S. a. BY: JK m i. ur: ANC NOs FL -15000.3 a Er 9 or 12 SONRV EItkRANfE P I... N....T.....,..., TO DJ....A.......C.E. ITW TAPCON® 1/4" 1-1/4" 21 ITW TAPCONO 3/16- 1-1/4" 3" I-1/2•, I. Maintain a minimum 518" edge distance, V and distance, & I'lo.c. spacing of wood screws to prevent the splitting of wood. A 4K 0= zo F7" 0 13 W12X BUCK P) INSTALLATION 0 n 51 W/1X BUCK MASONRY INSTALLATION K o z 0qTYHEAD d OPENING P. AMBS 5 9. Jq C; mda z00 FRAME 43 TYP. 2X BUCK SEE__ DETAIL 14 TYP. SEE SILL ui DETAIL "4" TYP. SEE NOTE I TYP. 1 11 MEW. VIEW "Al -14 SINGLE DO, UDE1 IT9, 58 59 13 30 37 13 DETAIL 'T To SURFACE BOLT STRIKE 10 AT THE SILL 13 W/2X BUCKQET41L 'J' INSTALLATION 10 60 W/1X BUCK DETAIL "5'. 43 30 - INSTALLATION cza 50 43 S 1'3 INSTALLATION11-112KII 31 W/1X BUCKDETAILXDETAIL "2" ZNSTALLATION ASTRAGAL & SURFACE BOLT STRIKE PLATE AT HEAD F- 02124112 2 df-- N.T.S. a. BY: JK m i. ur: ANC NOs FL -15000.3 a Er 9 or 12 B.. »A” tit1N 7S' V1tN CL ARAMCE: N7 Ta lgsgNxr 1 III1 I 1 EDGE ANCHOR SEE 1-1l4" 2" 13 W/2X BUCK DETAIL "2" Irn TAPCON 3/16" 1-1/a" INSTALLATION _ 1-1/2° 57 W/7X BUCK X11``*`` OPEONING INSTALLATION TYP. HEAD v zom0 N •• XZ JAMBS FO pp FRAME III 2X BUCK 14 TYP. SEE SILL DETAIL "I " SEE — DETAIL "3" 1 I 11 I II I VIEW "B"—"B" DOUBLE DOOR CONCRETE ANCHOR NOTES: 1. Concrete anchorlocatlons at the comers may be adjusted to maintain the min. edge distance to mortprjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to F maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchortable: ANCHOR AtJH R tit1N MIp! CtrARANGe V1tN CL ARAMCE: N7 Ta lgsgNxr 4ro.a.U1c... `. EDGE ANCHOR Irn TAPCONOi!a" 1-1l4" 2" a" Irn TAPCON 3/16" 1-1/a" 3" 1-1/2° 1. Maintain a minimum 5/8"odge distance, I"end distance, 8. i"o.c. spacing of wood screws to prevent the spti fing cf wood. DETAIL C.. "A" 1 W/2X BUCK7.3 INSTALLATION W11 BUCK MASONRY 51 INSTALLATION OPENING — 7YP, HEAD JAMBS QU O FRAME — 2X BUCK SIPY SEE DETAIL "5" VIEW "C11—.0 VIEW "A"—"A" SINGLE DOOR 58 59 13 W/1X BUCK 53 INSTALLATION 3C 2X BUCK STALLATION 12 73 SURFACE BOLT DETAIL " IN STRIKE70 AT THE SILL 13 W/2X BUCK7D DETAIL "3" INSTALLATION 1X SUCK 10 60 INSTALLATION DETAIL "5" 30 SEE NOTE 7 W/7X BUCK 53 aO INSTALLATION 50 13 W/2X BUCK W/2X BUCK 72 INSTALLATION INSTALLATION 31 W/1X BUCK DETAIL "4' 0 A_ Ff II'2" INSTALLATION ASTRAGAL & SURFACE BOLT STRIKE PLATE AT HE40 z z w¢ Ja r O o z S.02/24/12 i N.T.S. ° s. Br: JK 'm C BY: LFS 3 wNC NO.: R FL -15000.3 Er 10 Or 12 Y•.. f,!', rrrrtfl J 0......... c m jllil X11``*`` a > 2 v zom0N •• XZ gtm 0 9ma c o E8z S `WJ6 VIEW "C11—.0 VIEW "A"—"A" SINGLE DOOR 58 59 13 W/1X BUCK 53 INSTALLATION 3C 2X BUCK STALLATION 12 73 SURFACE BOLT DETAIL " IN STRIKE70 AT THE SILL 13 W/2X BUCK7D DETAIL "3" INSTALLATION 1X SUCK 10 60 INSTALLATION DETAIL "5" 30 SEE NOTE 7 W/7X BUCK 53 aO INSTALLATION 50 13 W/2X BUCK W/2X BUCK 72 INSTALLATION INSTALLATION 31 W/1X BUCK DETAIL "4' 0 A_ Ff II'2" INSTALLATION ASTRAGAL & SURFACE BOLT STRIKE PLATE AT HE40 z z w¢ Ja r O o z S.02/24/12 i N.T.S. ° s. Br: JK 'm C BY: LFS 3 wNC NO.: R FL -15000.3 Er 10 Or 12 NOTE: 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP AND THE BOTTOM. 24A SEE NOTE 1 r 1 ASTRAGAL DETAIL OE N.T.S. e + JK c BY: LFS WING NO.: FL -15000.3 n 71 OF 12 Nom.````,.. L_r. p'~ OM W O N n o KZ o E $ 9 m° TOP h a v°in SQg a mn.a V z vc uid OE N.T.S. e + JK c BY: LFS WING NO.: FL -15000.3 n 71 OF 12 RW R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813,659.9 197 Florida Board of Professional Eo6rineers Certificate of Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Calculations Prepared by`. Signed & Sealed by Thermo Tru Corporation Fiber Classic" 1 "Smooth Star" Exterior Swinging Exterior Door 118 Industrial Drive 8'0 Outswing w/ and w/out Sldel(tes Doors Assemblies Edgerton, OH 43517 Fiberglass Door ac Z within a quality assurance program that complies with 180/1 EC 17020 and Phone 419 298-1740 Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, ine. and Lyndon F. Schmidt, P.E. (System fD # 1998) for Thermo Tru Corporation based on Rule Chapter No. 61G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and ism compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind bome debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL -15000.3 require further engineering analysis by a licensed engineer or registered architect, 7. Outswing configuratlons using coastal sill item #39 under active doors, and all sills used under inactive doors meet water infiltration requirements for "HVHZ". 8, Outsw, Ing configurations using sill #19 under the door do not meet the water infiltration requirements for the "HVHZ" and shall be installed only in non habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to silt is less than 45 degrees. 9. See drawing FL -15000.3 for size and design pressure limitations. Supporting Documents: 1, Test Report No. TEL 01460337-A,B,C TEL 01460336-A,B,C STTS00001 15427-107362 ATi 67508.01-106-18 ETC 01-741.10701.0 ETC 01-741.10703.0 ETC 01-741-10593.0 TEL 06-1031-3 TEL 06-1031-4 Test Standard ASTM D635-03,ASTM D1929-96 ASTM D2843-99 ASTM Q635-03, ASTM D1929-96 ASTM 02843-99 ASTM G26-95 ASTM E84 -00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,ine. Testing Evaluation Lab.,Inc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. Drawing No. Prepared bSigned Sealed by No. FL 15000.3 RW Building Consultants, Inc. (CA #9813) t , reAa est;, Lyndon F. Schmidt, P.E. Calculations Prepared by`. Signed & Sealed by Anchoring RW Building Consultants, Inc. (CA 99813) ti , `-, - ° :• ` D? T ndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. Quality Assurance Certificate of Participation issued by National Accreditation and Management Institute , certifying that Thenma-Tru Corporation is manufacturing products ac Z within a quality assurance program that complies with 180/1 EC 17020 and Guide 53. t i Lyndon F. Schmidt, P.E. FL PE No. 43409 2/212015 Sheet 1 of 1 THERMA TRU DOORS 118 INDUSTRM6 DR., EDOERTDN, DH 43S17 FIBER CLASSIC'' / "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR NON -IMPACT" GENERAL NOTES 1. This product has been evaluated and Is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZI. 2, Product anchors shall be as listed and spoced as shown on details_ Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the °HVHZ" requiring wind borne debris protection this product is required to be protected with on impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 6. Site condi't'ions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. This product does not meet the water infiltration requirements for the "HVHZ'. Inswing units shall be Installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 105.50" MAX OVERALL FRAME WIDTH 3 5 MM mIN—ACTIVE ACTIVE 4 37.50' MAX. OVERALL FRAME WIDTH A b SINGLE INSWING UNIT X SEE DETAIL A'/ SHEET 6 5 5 DOUBLE W/SIDELITES INSWING UNIT oxxo rlrrnna n,_ 68.50' MAX. OVERALL WTD: b b SEE DETAIL "A"/ t SEE DETAIL 'A"/ I 2 SHEET 6 g SHEET 6 5 5 DOUBLE INSWING UNIT SI W/SIDEUTES INSWING UNIT xx oxo SINGLE 'x67.0 -67.0 DOUBLE +47.0 -47.0 +60.0 -60.0 I DOUBLE WITH SIDELITFS 47.0 -47.0 +60.0 -60.0WITH aJ h O 4z E 02/24/12 i N.T.S. ° 7 G. BY: JK N C er., LIS 3 WINO Na.: ¢ N FL— 15000.4 0 tr t or 12 ° TABLE OF CONTENTS SHEET* DESCPJPTiON 1 Typical elevations, design pressures & general notes 2 Door panel details (Smooth star) 3 Door panel details (Fiber classic) 4 Sideate panel details & glazing details 5 Vertical cross sections 6 Hoftontol cross sections 7 Horizontal cross sections 8 Buck Anchoring 9 Frame anchoring 10 Frame anchoring I1 Astragal details 12 Bill of materials & Components 105.50" MAX OVERALL FRAME WIDTH 3 5 MM mIN—ACTIVE ACTIVE 4 37.50' MAX. OVERALL FRAME WIDTH A b SINGLE INSWING UNIT X SEE DETAIL A'/ SHEET 6 5 5 DOUBLE W/SIDELITES INSWING UNIT oxxo rlrrnna n,_ 68.50' MAX. OVERALL WTD: b b SEE DETAIL "A"/ t SEE DETAIL 'A"/ I 2 SHEET 6 g SHEET 6 5 5 DOUBLE INSWING UNIT SI W/SIDEUTES INSWING UNIT xx oxo SINGLE 'x67.0 -67.0 DOUBLE +47.0 -47.0 +60.0 -60.0 I DOUBLE WITH SIDELITFS 47.0 -47.0 +60.0 -60.0WITH aJ h O 4z E 02/24/12 i N.T.S. ° 7 G. BY: JK N C er., LIS 3 WINO Na.: ¢ N FL— 15000.4 0 tr t or 12 ° 36.00" MAX. DOOR PANEL WIDTH wz 23 0 18 O x ra InIli In Irn 0 0 DOOR PANEL Smooth Star INTERIOR I"\HORIZONTAL CROSS SECTION 2 % DOOR PANEL 4.037" 0,336' 1,545' T U(SMOOTH 4) LATCH STILE TOP RAIL J TH STAR) TAR) (SMOOTH STAR) rte_ HINGE STILE BOTTOMRIA/LJI SMOOTH STAR) (SMOOTH STAR) EXTERIOR INTERIOR VERTICAL CROSS SECTION2 2 DOOR PANEL BY. JK C, OrY. LFS An NOZ FL -15000.4 ET 2 OF 12 3 1., EXTERIOR 0 INTERIOR 36.00'MAX. HORIZONTAL CROSS SECTION DOOR PANEL WIDTH DOOR PANEL 2 4.DV' 33S'— —1 .46 z LATCH STILE TOP RAIL 0 9 (FJBER0 CLASSiC) (FIRER O r I AS' l DOOR PANEL Fiber CIassic HINGE SULEr,- BOTTOM RAIL 7 FIBER CLASSIC) - (FIBER CLASSIC) EXTERIOR INTERIOR VERTICAL CROSS SECTION DOOR PANEL SrALL. N.T.S_ DWG. BY: JK CHK. BY: LFS OkAWLNG NO., FL- 15000.4 SHEET 3 OF 12 1/2" GLASS EXTERIOR D.L.O. WIDTH p 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 118" TEMPERED GLASS 1/7'GLASS 1/2" MIN. atm GLASS THK. EXTERIOR 40 G1 1/811 SS TEMPERED AIR SPACE 25" STEE L 1/8" INTER102 INTERCEPT TEMPERED SPACER GLASS 40 29 SEE NOTE 1 5" INSULATED GLASS W/ PVC LITE FRAME GLAZING DETAIL it 25" STEEL INTERIOR 4 15°0, INTERCEPT SPACER 40 41 SEE NOTE i 5" INSULATED GLASS W/ SMC LITE FRAME GLAZING DETAIL 13.9375" MAX. PANEL WIDTH CM 7.125' MAX. In e_ o. a e E az D.L.O. WIDTH p 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 118" TEMPERED GLASS 1/7'GLASS 1/2" MIN. atm GLASS THK. EXTERIOR 40 G1 1/811 SS TEMPERED AIR SPACE 25" STEE L 1/8" INTER102 INTERCEPT TEMPERED SPACER GLASS 40 29 SEE NOTE 1 5" INSULATED GLASS W/ PVC LITE FRAME GLAZING DETAIL it 00*0 3 SEE NOTE 1 " HORIZONTAL CROSS SECTION SIDELITE PANEL s 1 2157' 2.589" 1.676" -"- •, '' 6 N X 42 o. 1 ELASTICLIL LITE FRAME 1 PLASTIC LIP LITE FRAME r EXTRUDED PVC % EXTRUDED SMC 1D77' { %07T' /_ c VERTICAL CROSS SECTION 4 SIDELITE PANEL NOTE, i. Spacing for Item /429 do A41 (lite frame screws) is as follows: From the bottom up on sides; 6.5", with (7) more spaced at 9.875" ox. there are (2) screws both top and bottom at 2.125" in from each 2 SIDELITE TOP & BOTTOM RAIL _ ZSIDELITE BLANK SIDE STILE corner. FINGER JOINTED PONDEROSA PINE, SG=0.43 FINGER JOINTED PONDEROSA PINE, SG -0.43 SIDELITE PANEL Smooth Star BY.. JK I. er: LFS WING No.: FL -15000.4 er 4 oe 12 it 15°0, om r r!l illi5 V N•: 5 pie m zEEm a-° 9 CM a Nn S Rt In e_ o. a e E az o cd 00*0 3 SEE NOTE 1 " HORIZONTAL CROSS SECTION SIDELITE PANEL s 1 2157' 2.589" 1.676" -"- •, '' 6 N X 42 o. 1 ELASTICLIL LITE FRAME 1 PLASTIC LIP LITE FRAME r EXTRUDED PVC % EXTRUDED SMC 1D77' { %07T' /_ c VERTICAL CROSS SECTION 4 SIDELITE PANEL NOTE, i. Spacing for Item /429 do A41 (lite frame screws) is as follows: From the bottom up on sides; 6.5", with (7) more spaced at 9.875" ox. there are (2) screws both top and bottom at 2.125" in from each 2 SIDELITE TOP & BOTTOM RAIL _ ZSIDELITE BLANK SIDE STILE corner. FINGER JOINTED PONDEROSA PINE, SG=0.43 FINGER JOINTED PONDEROSA PINE, SG -0.43 SIDELITE PANEL Smooth Star BY.. JK I. er: LFS WING No.: FL -15000.4 er 4 oe 12 EXTERIOR INTERIOR Z d Y. m 14 t >> •'. L Ali, . a . .\ 1 VERTICAL CROSS SECTION 5 SEE NOTE 2 EXE" ERIOR INTERIO SEE NOTE 1 VERTICAL CROSS SECTION 5 z w o x=xEgo n e 2 45 20 42 item #43 a #8 x 2" pfh. wood screw. There are (4) z z z " U N 0 Wtt svwE: MES. 33 SEE NOTE 1 e ITE 2 34 cNK BY. LFS a SEE NOTE 2 EXE" ERIOR INTERIO SEE NOTE 1 VERTICAL CROSS SECTION 5 17 z w o x=xEgon e 2 item #43 a #8 x 2" pfh. wood screw. There are (4) z U N 0 Wtt svwE: MES. 4" from the outside comers of the frame. there are o0 1 d4 • 26 4e' •••d d •. •• 4c o 0 m zE 17 z w o 0 U m item #43 a #8 x 2" pfh. wood screw. There are (4) z 20 EXTERIOR INTERIOR Wtt svwE: MES. 4" from the outside comers of the frame. there are 2) #13 o #8 x 2-1/2"" pfh. woad screw of the owc. MJK sill, 4" from the outside corners. cNK BY. LFS 1RA11= M2* FL -15000.4 NOTE 2 SHEET 5 OF 12. 47 4 z K Ix 46a a 1 0 3 VERTICAL CROSS SECTION Shown w/1x sub—buck a OPTIONAL SURFACE BOLTS ON ACTIVE PANEL N SEE DESIGN PRESSURE CHART) NOTE, w o 1. The sidelite is direct set into the jamb with (72) m item #43 a #8 x 2" pfh. wood screw. There are (4) z at each vertical jamb, from the top down at 13.5", 31", 48.5" & 66". There are (2) at the header at aA:02/ 24 / 12 svwE: MES. 4" from the outside comers of the frame. there are 2) #13 o #8 x 2-1/2"" pfh. woad screw of the owc. MJK sill, 4" from the outside corners. cNK BY. LFS 1RA11= M2* FL -15000.4 2. OPTIONAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) SHEET 5 OF 12. INTERIQ HORIZONTAL CROSS SECTION 1-1 /4" MIN. EMB. trYP.1 NOTE, 1, The sidelite is direct set into the jamb with (12) item #43 a #8 x 2" pfh. wood screw. There are (4) at each vertical jamb, from the top down at 73,5", 31 48.5" & 66". There are (2) at the header at 4" from the outside corners of the frame. there are (2) #13 a #8 x 2-1/2" pfh. wood screw at the sill, 4" from the outside corners. 1 MUNfLUNIAL GKUSS SECTION - 6 EXTERIOR DETAIL "A" OPTIONAL SURFACE BOLTS ON ACTIVE PANEL SEE DESIGN PRESSURE CHART) f-1 HOR1ZONrAL CROSS SECTION 6 N.T.S. BY. JK C sr: LFS WING N0.: FL -15000.4 er 6 or 12 1-1/4'MIN.1-I/4°M1N. EMB.I1rP.J 17 EMB. (TYP.) Q; a 71 Sr' 17 15' MIN 15" O ur o m SINK C -SINK n EXTERIOR 7 8 N z° XZ< a S =o g W n X7 RIR 10EO a .. b F ` 1 a N m i a C p ` yal ez nK a• z INTERIOR a , w o y 76 13 21 g 10 12 16 38 Q W L, 38m 18 (_ 2 1 HORIZONTAL CROSS SECTION mINTERIOR 7 o a a a x 1 HORIZONTAL CROSS SECTION 3515'MIN 21 C -SINK a a ti m 7 43 34_ FXTERN_IR SEE NOTE 1 7 33 43 G1 1A 8 a y 0 it NOTE: a m 1. The sidelite Is direct set into the Jamb with (12) 36 z item #43 a #8 x 2" pfh. wood screw. There ore (4) 44 at each vertical 'jamb, from the top down of 73.5", 13 z 31", 48.5" & 66". There are (2) at the header at 45 z 4" from the outside corners of the frame. there are DATE: 02/24/12 °z 2) J13 a ff8 x 2-1/2" pfh. wood screw at the 18 a sate: N.T.S. _ sill, 4" from the outside corners. IN RICR DWG. BY: JK m HORIZONTAL CROSS SECTION c BY. LFS 3 7 DPA..n M.: R FL -15000.4 N a SNEEf 7 OF 4 144f 8. 4 70 MASONRY pgv) fI II 1I38 MASON RY I I OPENING TYP. HEAD JAMBS MASONRY OPENING TYP. HEAD ON 'NN iq 10 D 2 I ASTRAGAL. II SHOWN FOR JAMBS I ASTRAGAL FOR s 8 REFERENCE SHOWN 0 X0 ZO II I I 2X 13UCK-/-- REFERENCE Eo a to 2X BLJC,-/ 11" MULLION I MULLION 2z SHOWN FOR 11 SHOWN FOR 0: REFERENCE II REFERENCE 11 II II 6c -i Cj 0 II II 4125,- a 1" DOUBLE DOOR W/SIDELITE$ DOUBLE DOOR sL CO BUCK ANCHORING 4. BUCK ANCHORING I a 4" 4' CO I t I I I L 7 II '38 II 38 MASONRY7 II II MASONRY G OPENING II TYP. HEAD I OPENING TYP. HEAD J MBS JAMBSIII 0 2X BUCK-/.- 2X BUCK-/ MULLION CONCRETE ANCHOR NOTES: II SHOWN FOR I- Concrete anchor locations at the comers maybe adjusted to maintain the min. I I REFERENCE edge distance to mortarjoints. MAX2. Concrete anchor locations noted as ON CENTER" must be adjusted to 1zmaintainthemin. edge distance to mortorJoints. additional concrete anchors may be required to the MX. ON CENTER" dimension MULLION 0! 6 ensure are not exceeded. SHOWN FOR3. Concrete anchor table: I I M1.N....CXEAPANC.E..:*. MlN.,.*,C4A.RAI.C-,E- A ANCH.6h, * II REFERENCE z 0 UATE. 2 a 02 24/ . 1_.... ZYPE: f EMAEOMENT.: SCALE: N.T.S. 11 nw TAPCONQ) 27 4" BY. M CHK. S. LFS ELCO DRAWNG NO.: FL -15000.4 ULTRACONV114!' 1 4" SINGLE DOOR W/SIDELITES SINGLE DOOR BUCK ANCHORING BUCK ANCHORING ISHEET 8 - 12 70 MASONRY MASONRY OPENING FRAME -\ iv 2X BUCK- SEE DETAIL 1 VIEW A 3' 11— 3' B" 1 ' - V 002LE DOOR WISIDELITES CONCRETEANCHOR NOTES: 1. Concrete anchor locations of the comers may be adjusted to maintain the min, edge distance to mortarjoints. 2 Concrete anchorlocations, noted as "MAY- ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors maybe required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: @MeEDh1ENT . TO ONRY ....... ENT Ty ........ 1Tw No 114, TAPCO Tw ® 3/16" TAPCON 1-1/1V 3" 1.1/7' WUUU,)UKLYY iMIALLAIJUN NUIn; T. Maintain a minimum 5/8" edge distance, I " end distance. & I " o.c. spacing ofIwoodscrewstopreventthesplittingofwood. VIEW THESE (2) ANCHORS REQ'D ONLY WHEN DP > 47 PSF MASONRY OPENING FRAME 2X BUCK SEE DETAIL 4" 3' 4r Y1/2" BUCK INSTALLATION W/1 X BUCK U 0 TYP HEAD JAMBS 0 BUCK SEE p 4,3 Typ. DETAIL TYP. SILL I I I, VIEW SINGLE DOOR WZ51DELITES 73 49 30 30 13 0 31W/2X BUCK ip! T: ---0INSTALLATION 13 W/1X BUCK 48 INSTALLATION I DETAIL "3' DETAIL "2" ASTRAGAL & SURFACE SOLT STRIKE PLATES 0 HEAD 13 31 31 0 13 3030t DETAIL '1" DE -TAIL, SURFACE BOLT STRIKE PLATE 0 THRESHOLD ur_ N.T.S. G. BT: JK C 9r. LFS MING NG.: FL -15000.4 Tr or 129- falI IT0 ZLI Z, Z- Em zmoa Ci 0 M 0zV TYP. SILL I I I, VIEW SINGLE DOOR WZ51DELITES 73 49 30 30 13 0 31W/2X BUCK ip! T: ---0INSTALLATION 13 W/1X BUCK 48 INSTALLATION I DETAIL "3' DETAIL "2" ASTRAGAL & SURFACE SOLT STRIKE PLATES 0 HEAD 13 31 31 0 13 3030t DETAIL '1" DE -TAIL, SURFACE BOLT STRIKE PLATE 0 THRESHOLD ur_ N.T.S. G. BT: JK C 9r. LFS MING NG.: FL -15000.4 Tr or 129- A' 6! SEE DETAIL td W/2X BUCK MASONRY INSTALLATION OPENING JB W/IX BUCK INSTALLATION TYP. HEAD & d JAMBS FRAME—,,,,, 14 TYP. SILL2XBUCKSEE DETAIL "I SEE DETAIL JLVIEW DOUBLE DOOR CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to M0rtC3r1Q1ntS. Z Concrete anchor locations noted as "MAX ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANCH M ff C M C. MA.&N.C.C.IrAMN. r. I .......... T...Q.. Ebb ANtfOR JTW7yp! oN I/t, 1.114" T, IW T PCON' 3/16" 1-1/4" 3" 1 -1/ 2C - I 1. Maintain a minimum 5/8" edge distance, I" end distance, & I" o.c. spacing at wood screws to prevent the splitting of wood. DETAIL VIEW 11C.1.1c, A W/2X BUCK 73 INSTALLATION W/1X BUCK MASONRY JB INSTALLATION OPENING TYP. HEAD JAMBS FRAME 2X BUCK --\ SEE UO DETAIL TYP, SILL14 IIW SINGLE DOOR W11X BUCK 1J D INSTALLATION W12X BUCK INSTALLATION 13 10 DETAIL "3 DETAIL "5' WIIX BUCK50 INSTALLATION4W12XSU13 INSTALLATION DETAIL "I VIEW "A"—"A 49 30 30 W/2X BUCK 13 0 31 INSTALLATION 31 W11X BUCK 48INSTALLATION48 DETAIL "2" ASTRAGAL & SURFACE BOLT STRIKE PLATES 0 HEAD 31 31i0 30 30ii. DETAIL "l SURFACE BOLT STRIKE PLATE 9 THRESHOLD LE N.T.S. i. By- JK L BY: LFS LYING NO-, FL— 15000.4 FT 10 OF 12 z 0, 114 g; J. 6 0" EV a X z U: 1z 49 30 30 W/2X BUCK 13 0 31 INSTALLATION 31 W11X BUCK 48INSTALLATION48 DETAIL "2" ASTRAGAL & SURFACE BOLT STRIKE PLATES 0 HEAD 31 31i0 30 30ii. DETAIL "l SURFACE BOLT STRIKE PLATE 9 THRESHOLD LE N.T.S. i. By- JK L BY: LFS LYING NO-, FL— 15000.4 FT 10 OF 12 0.053" --4 }- 24A SEE NOTE 1 V ASTRAGAL DETAILDETAIL NOTE: awa. 1. THE ASTRAGAL BOLT HAS A 3" THROW A7 THE TOP AND THE BOTTOM. scuE. N.T.S. ar: JK CHYL LFS ORAMMO NO.: FL -15000.4 si4EEr _LL OF j 2 fir: Z i moi yt m Zoq h U N ; zmoo oZ v ui 0 3d ASTRAGAL DETAILDETAIL NOTE: awa. 1. THE ASTRAGAL BOLT HAS A 3" THROW A7 THE TOP AND THE BOTTOM. scuE. N.T.S. ar: JK CHYL LFS ORAMMO NO.: FL -15000.4 si4EEr _LL OF j 2 tr z a E Item DESCRLPTION Maferiel I FIBER CLASSIC (FC) PANEL SKIN 0.11" 1,11N. THK. FIBERGLASS BYTHERMA-TRU with yield strength Fy(mrtL)=6,000 pet FIBERGLASS IA SMOOTH SUR SS SASH k PANEL SKIN 0.07 N. THK. FIBERGLASSBYMMA -TRU with yield slrc th Fy(min.)=6,000 si FIBERGLASS 2 FC TOP RAIL WOOD COMPOSITE 3 FC LATCH STILE WOOD COMPOSfIE 4 FC HINGE SALE PONDEROSA PINE, SC=0.43 WOOD 5 FC BOTTOM RAIL WOOD COMPOSITE 6 POLYURETHANE FOAM (1.9lbs. DENSITY FOAM 7 SHORT REACH COMPRESSION WEATHERSTRIP FOAM 8 LONG REACH COMPRESSION WEATHERSTRIP FOAM 9 4' x 4- HINGE .097' THK STM 10 110 x 314' I.G. PFH WOOD SCR SIM 11 MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO A5TM C90 CONCRETE 12 10 x 2' I.G. PFH WOOD SCREW STEEL 13 B x 2 7 2 LG. PFli WOOD SCREW STEEL 14 1 4" x 2-1 4" f119 PFTs CONCRETE SCREW STS, 15 SMITE BOTTOM BOOT .090" EXTRUDED 14NFL VINYL 16 2X BUCK SG >- O-15 Wppp 17 MAY. 7/4- SHIM MATERIAL WOOD f8 KWIKSET PASSAGE LOCK - SIGNATURE SERIES t9 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM. OD 20 HEADER PONDEROSA PINE, SG=0.43 WOOD 21 SITBK£ JAMB PONDEROSA PINE, SG=0.43 WOOD 22 HWGE JAMB PONDEROSA PINE, SG=0.43 WOOD 23 KWIKSET DEADBOLT - SIGNATURE SERIES 780 24 HURRICANE ASTRAGAL ALUMINUM 24A A57RAGAL FLUSH BOLT STEEL 240 ASTRAGAL FLUSH BOLT RETAINER ALUMINUM 26 1X RUCK SC >= 0.55 W000 27 110 x 1-112' LG PANHEAD SHEET METAL SCREW STEEL 28 INSWING DOOR BOTTOM SWEEP NNYL 29 6-18 x t-314" PHILLIPS FLATHEAD SCREW FOR ITEM 33 STEEL 30 SURFACE BOLT STRIKE PLATE STEEL 3! 10 x 2-i 2" PWWPS FLATHEAD WOOD SCREW STEEL 32 i 8 TR. CELLULAR GLAZING TAPE SRX -II TAPE 33 PLASRG LIP DIE FRAME (PVC)pyO 34 PLASTIC UP LITE FRAME (SVC) SMC 35 BLANK JAMB PONDEROS4 PINE, SG ---O.43 WOOD 36 SDELITE SIDE STILE PONDEROS4 PINE, SG=0.43 WOOD 31 10 x 1-314' LG PFH WOOD SCREW STEEL 38 114' x 2-3/4' PFH ELCO OR fTW CONCRETE SCREW 3--j74' STEEL 39 14" x ITW PFH CONCRETE SCREW STEEL 40 SILICONE CAULK DOW 795 SIDCONE 41 8-10 x 1 112' PLASCREW FOR REM 34 STEEL 42 SIDELfTE TOP k BOTTOM RAIL PONDEROSA PINE, SG=0.43 WOOD 43 JS x 2' LG. PFH W000 SCREW STEEL 44 J/6' x 316" QUARTER ROUND FINGER JOINTED PINE WOOD 45 1" L. x .040' QIA. BRAG TRIM NAIL STEEL 46 IVES SURFACE BOLT 1454 .25 REEL STEEL 47 114-20 SIX BOLT W1 114-20 FF7,UI.E END STEEL 48 LIG" x 3-114' frW PFH CONCRETE SCREW STEEL 49 ASIRAGAL STRIKE PLATE STEEL 50 1 4' x 3-1 4" ITW PFfi CONCRETE SCREW STEEL. SS TOP RAIL WOOD COMPOSITE 55 SS LATCH SALE WOOD COMPOSITE 154 56 SS HINGE STILE ONDFROSA PINE SG=0.43 WppD 57 SS BOTTOM RAIL WOOD COMPOSITE 8.000" 71- 8 780' 46 SURFACE SOLT (IVES 25" STEEL) 4.563' { 20 21 WOOD FRAME 22 35 FINGER JOINTED PONDEROSA PINE, SC -0.43 8.750" I I Tg SELF ADJUSTING SADDLE THRESHOLD ALUMINU Y( 045' WALL ALUM 080" THK. WALL VINYL TYP. 30 SURFACE BOLT STRIKE PLATE (.125' STEEL) b. 29 INSWING DOOR BOTTOM SWFFP VINYL _080" MAX. WALL, 035" MIN_ WALL T5 INSWING 'IOELITE I30TTOM BOOT 0.09" EXTRUDED VINYL WALL SCALE N.T.S. mvc er. JK cHx. er: LF -5 FL -15000.4 rT 12 aF 12 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 yahico, FL 33595 Phono 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Swinging Therma-Tru Corporation Fiber Classic" / "Smooth Star" Exterior Exterior Door 118 industrial Drive 8'0 Inswing w/ and wlout Stdetites Doors Assemblies Edgerton, OH 43517 Fiberglass Door Phone(419)298-1740 Non -Impact" Scope: This Is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma-Tru Corporation based on Rule Chapter No. 61 G20.3, Method i D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations; 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL -15000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet the water infiltration requirements for the "HVHZ", Inswing units shall be installed only in non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 45 degrees. 8. See drawing FL -15000.4 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460337-A,B,C TEL 01460336-A,B,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC 01-741-10701.0 ETC 01-741-1 0703.0 ETC 01-741-10593.0 TEL 06-1031-3 TEL 06-1031-4 Test Standard ASTM D635-03,ASTM D1929-96 ASTM D2843-99 ASTM D635-03, ASTM D1929-96 ASTM D2843-99 ASTM G26-95 ASTM E84 -00a ASTM D1920-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Testinq Laboratory Signed bV Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A, Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P,E, Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P.E. 2. Drawing No. Prepared by Signed &Sealed by No. FL 15000.4 RW Building Consultants, Inc. (CA #9813) '': W?^ Lyndon F. Schmidt, P.E. 3. Calculations Prepared bynySigned &Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) L rndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. er 4. Quality Assurance w Certificate of Participation issued by National Accreditation and Managemenf.:`: { - _ Institute , certifying that Therma-Tru Corporation is manufacturing products - Lyndon F. Schmidt, P,E within a quality assurance program that complies with ISO/IEC 17020 and FL PE No. 43409 Guide 53. 2/2/2015 Sheet 1 of 1 { ` 380©` j Lp - TRI -COUNTY TESTING LABORATORIES, INC. 31 S. Main SG Winter Garden, FL 34787 PROJECT NO: 407-656-9656 C(2 ILI ORDER NO: REPORT NO: REPORT OF IN-PLACE DENSITY TESTS PROCTOR PROJECT J: , : 1, 1 4 vyy l SPECIFYCATION: CONTRACTOR •` ; ` ` , ; OPTIMUM MOISTURE: ' ' % REPORTED TO: MAXIMIUM DRY DENSITY: , 0q,? LOCATION: MATERIAL: I DATE TESTED: LOCATION DEPTH DRY DENSITY MAX DRY DENSITY PERCENT Or MAX. DENSITY MOISTURE PERCENT INCHES lbs. cu. ft. lbs. cu. ft. 9 Z k S) C, - 5"A v c..u,,, ;ffoA hv_ rI .s J r o m J cr d I PROPUSU) PRM—Permanent Ref, Monument I PCP—Permonent Control Point 2 STORY RESIDENCE FP&L—Florida Power & Light y FFE—Finish Floor Elevation D.B.—Deed Book z Eli N-6 z z RC®—Reclaimed Water Meter W AREA = N ELEVATION - S N SP —Brick Paver m —Telephone Box 4,800 S.F. ± E —Electric Box GARAGE - RIGHT 0—Utility Pole o Q Pole GTI—Grate Top Inlet FORMBOARD O Guy Anchor RCP -Reinforced Conc. Pipe Vi I NCS—No Corner Set (Falls in Water) 49:4 SF—Square Feet 40.7 J VVYNDHAM PRESERVE a LOT 16 SPECIFIC PURPOSE SURVEY FORMBOARD) WYNDHAM PRESERVE LOT 16 PB 81, PG 93) LOT 15 i - - 30.0' ( `r SETBACK LINE (TYP) BFP -Backflow Preventer PROPUSU) S —Survey PRM—Permanent Ref, Monument I PCP—Permonent Control Point 2 STORY RESIDENCE FP&L—Florida Power & Light y FFE—Finish Floor Elevation D.B.—Deed Book 3800 SALTMARSH LOOP O.R.—Official Records Book H E - LOT 16 0 1.826 VOYAGER 0 RC®—Reclaimed Water Meter W AREA = N ELEVATION - S N SP —Brick Paver m —Telephone Box 4,800 S.F. ± E —Electric Box GARAGE - RIGHT 0—Utility Pole o Q Pole GTI—Grate Top Inlet FORMBOARD P.U.E.—Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU --Overhead Utilities FFE= 31.40 O—Storm Sewer Manhole NCS—No Corner Set (Falls in Water) 49:4 SF—Square Feet 40.7 J 30.0' L ---------------- -----S_•_-._---__--------------•------ CVD4—Irrigation Control Valve P.K.—Parker Kolon Nail SIR —Set 1/2" Iron Rod L87768 0 SPKD—Set P.K. & Disk LB7768Gas r.. 0 FIR—Found 1/2" Iron Rod LB7768 M —Existing Grade 1 0 FCM—Found 4"x4" Concrete fC' Monument PRM LB7778 Note: Some items in above leaendmav T0.2 —As—Built/Existing Grad not be Googlicable DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' rtr-Fool tgwgrr n" LEGEN ):ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed Business BFP -Backflow Preventer Sight Distance Easement S —Survey PRM—Permanent Ref, Monument R Reported PCP—Permonent Control Point D —Description FP&L—Florida Power & Light P—Plat FFE—Finish Floor Elevation D.B.—Deed Book M—Water Meter O.R.—Official Records Book D4—Water Valve P.B.—Plat Book Zf—Fire Hydrant Pg.—Page RC®—Reclaimed Water Meter Elev.—Elevation RCD4—Reclaimed Water Valve Conc.—Concrete Cable Box SP —Brick Paver m —Telephone Box SW —Sidewalk E —Electric Box FIFE—Finished Floor Elevation 0—Utility Pole CI—Curb Inlet Y—Guy Pole GTI—Grate Top Inlet Light Pole P.U.E.—Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU --Overhead Utilities PVC—Polyvinyl Chloride O—Storm Sewer Manhole NCS—No Corner Set (Falls in Water) D—Sanitary Sewer Manhole SF—Square Feet HHo —Electric Handhole D.U.E.—Drainage/Utility Easement coo—Clean Out FMGD —MAG NAIL & DISK CVD4—Irrigation Control Valve P.K.—Parker Kolon Nail I —Sign SIR —Set 1/2" Iron Rod L87768 WR4—Gate Water Valve SPKD—Set P.K. & Disk LB7768Gas Meter FIR—Found 1/2" Iron Rod LB7768 M —Existing Grade FIP—Found 1/2" Iron Pipe LB7768 a—Blow—off Valve FPKD—Found P.K. Nail & Disk LB7768 `&—Drainage Flow Direction FCM—Found 4"x4" Concrete 10.0—Proposed Design Grade Monument PRM LB7778 Note: Some items in above leaendmav T0.2 —As—Built/Existing Grad not be Googlicable Description I Date I Dwn.l Ck'd I P.C. I Order No. LOT 17 Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been I furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon ore in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. IoW rn o ami b V) o 4V) a O 0 ov Z•o o m 0 Ni Go J M lD in o, U 0 U CL do 0 25.0' O 0 I mo3: 0 N o: L)rA0Qf oa1.-1w w o o rn t to 0 Cn N o - y U 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" 5. This Specific Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 16, according to the plat SURVEY) of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida TThis certifies that g0sl1rve j bgg 'W6099 was made undegis'wri Practice set.4o` p• 'BBLL H Surveyors & Mdpg i'ss iw`rChi code, pur36 t to Section72.VTi D es D Lev fne,, rve roc s a FLORIDA PROFESSIONAL SU' W6? e & MAPF NOT VALID IwrrHOUT THE SIGNATURE LS6915 Drawn: MTP I Checked:JDL I P.C.: Data File:BrissonEast-Pkrt THEORIGINAL Date: 11/08/17 Dwg: B6=nEast-Lot16 Order No.: - FvnR Amin MAPPFR I SEC. 17 - TWN. 20 S. - RING. 31 E. Field Bk: - 555 Winderley Place, Suite 109 described property Maitland, FL 32751 s the Standards of of Professional a4Phone: (321) 270-0440 arida Administrative da Fax: (813) 248-2266 Statutes. Licensed Business No. LB 7768 GeoPoint e SuNeying, Inc. LS6915 Drawn: MTP I Checked:JDL I P.C.: Data File:BrissonEast-Pkrt THEORIGINAL Date: 11/08/17 Dwg: B6=nEast-Lot16 Order No.: - FvnR Amin MAPPFR I SEC. 17 - TWN. 20 S. - RING. 31 E. Field Bk: - FIRE INSPECTIONS 407.562.2786 CITY OF SANFORD BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE V' 1VE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00002438 Date 10/31/17 Application pin number . . . 318218 Revision number . . . . . . . 1 Other Fees . . . . . . . . . 01 -LIBRARY IMPACT FEE 54.00 01 -PARKS IMP -RS SINGLE 1086.29 01 -POLICE IMP -RS 07-2017 374.90 01 -SEM CNTY RD IMPACT FEE 705.00 01 -SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 01 -BLDG DCA SURCHARGE 27.27 01 -BLDG DBPR SURCHARGE 41.72 Fee summary Charged Paid Credited Due Permit Fee Total 102.00 00 .00 102.00 Other Fee Total 12881.11 12852.84 .00 28.27 Grand Total 12983.11 12852.84 .00 130.27 Sseqo Ooer: ANTONINIL Type: DE Drawer: 1 Date: 11/06/17 01 Receipt no: 18840 2017 2438 38N SALTMARSH LP SANFORD, FL 3!2773 BP BUILDING PERMIT RECEIPTS 130.27 2017 2437 3737 SALTMARSH LP SANFORD, FL 32773 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE BP BUILDING PERMIT RECEIPTS PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. $130.27 NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 17-00002438 Date 10/31/17 Application pin number . . . 318218 Revision number . . . . . . . 1 Property Address . . . . . . 3800 SALTMARSH LP Parcel Number . . 17.20.31.502-0000-0160 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 244281 Application desc noc on file Owner Contractor STARLIGHT HOMES FLORIDA LLC STARLIGHT HOMES FLORIDA LLC 1064 GREENWOOD BLVD STE 124 LAKE MARY FL 32746 407) 708-0161 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . . . NONE Other struct info . . . . . PLUMBING FIXTURES 17.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 2345000.00 Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 1010453 Permit pin number 1010453 Sub Contractor R J KIELTY PLUMBING INC Permit Fee . . . . 102.00 Issue Date . . . . 10/31/17 Valuation . . 2438 Expiration Date . . 4/29/18 Qty Unit Charge Per Extension 17.00 6.0000 EA FIXTURES,WATERHEATR,DRAIN,TRAP 102.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich@sanfordfl.gov Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 O1-APPLCTN FEE -BUILDING 25.00 O1-APPLCTN FEE -PLUMBING 25.00 O1 -BLDG PLAN REVIEW 735.02 02 -CURB CUT/DRIVE - SIF 40.00 O1 -FIRE IMP -RS 7-2017 373.91 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 17-00002438 Date 10/31/17 Revision number . . . . . . . 1 Property Address . . . . . . 3800 SALTMARSH LP Parcel Number . . 17.20.31.502-0000-0160 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 1010453 Permit pin number 1010453 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 322 UNPB PLUMBING UNDERGROUND 10-1000 311 PL03 SEWER 20 312 PL04 TUB SET 1000 313 PL05 PLUMBING FINAL / / COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100005 DATE: August ].4, 2017BUILDINGAPPLICATION #: 17-10000548 BUILDING PERMIT NUMBER: 17-10000548 UNIT ADDRESS: SALTMARSH LP 3800 17-20-31-502-0000-0160 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLCADDRESS: 27 N SUMMERLIN AVE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3$00 SALTMARSH LP / LOT 16 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNITTYPE- - DIST SCHED RATE CALC UNITS UNIT TYPE TOTAL DUE ROADS -ARTERIALS CO -WIDE ORD Single Family Housing 705.00ROADS -COLLECTORS N/A 1.000 dwl unit 705.00 Single Family Housing .00 FIRE RESCUE N/A 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 SCHOOLS 1.000 dwl unit 54.00CO -WIDE ORD Single Family Housing 5,000.00 PARKS N/A 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT /),! RECEIVED BY: ii Wt,' i ZGNATURE: PLEASL RINT NAME) y DATE: p NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT., OR OWNER, MUST BY FILING A S COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP; OR -REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE 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 407-665-735'6. jor" CITY OF •RD jwkp r'BUILDING & FIRE PREVENTION PERMITar -APPLICATION V7 Application t Documented Construction Job Address: ,a (-XD 02->(Xiii 1ctysh LoopHistoric District: Yes Na,IJ Parcel ID: aL-31 -t:CS J . 1 ar.vC Residential M Commercial El Type of Work: Newp Addition Alteration Repair Demo Change of Use Move Description of Warks k(AC trl>°-Z C.Drl,--'+'•'+rt tC +)Ly_)- Plan Review Contact Person: Phone: o r? 1 Fax Name c .1".Y Street: l City, State Zip Name Street: 4C,1 City, State Zip: Name: Street: City, St, Zip _ Title: Sym C , Ac", t rl , Email: n' C_P_ =t ri inUj Property Owner Information Bonding Company: Address: Phone; Resident of property? : + on / l Phone: Fax: -( 1)-F P MEM, D State License No.: f"r Architect/Engineer Information Phone: Fat: E-mail: Mortgage Lender: Address:> RAIUNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TMrICE 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. T 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: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application AV 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 requited 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 constriction 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 pennit 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. Sibtature :of Owner/Agent Date PtintOAmer/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Nle or Produced ID Type of ID Signature of Contractor/Agent Date. Print gntractor/Agent's Name ignature of Notary -State of Flori Date F'll4I1I/N'1/RM4/ V Qi,'lotary PuNie f.+;a M t=torieta Conn;e Lee Kutp My Commiss,on G a.i 96 ora A Fxpiros 1012CI20. C own to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing GasF] Roof Construction Type: Occupancy Use: Flood Zones Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric- # of Amps Plumbing - # of fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: COMMENTS: Revised. June 30, 2015 ENGINEERING: UTILITIES: FIRE: WASTE WATER: BUILDING: Permit Application Af AHRI Certified Reference Number: 9162305 Date: 11/29/2017 Product: Split System Heat Pump with Remote Outdoor Unit -Air -Source Outdoor Unit Model Number: GH14NB030*0**A* Indoor Unit Model Number: FB4CNP030L. Manufacturer: CARRIER AIR CONDITIONING Trade/Brand name: CARRIER AIR CONDITIONING Series name: 14 SEER 14P Manufacturer responsible for the rating of this; system combination is CARRIER AIR CONDITIONING Rated as follows in accordance with AHRI Standard 210/240-3008 for Unitary Air -Conditioning and Air -SourceHeatPumpEquipmentandsubjecttoverificationofratingaccuracybyAHRI-sponsored„independent, third party, testing: Cooling Capacity (Btuh): 28600' EER Rating (Cooling): 11.50 SEER Rating (Cooling): 14.00 Heating Capacity(Btuh) @ 47 F: 28606 Region -lV HSPF Rating (Heating): 8,20 Heating Capac'ity(Btuh) @ 17 F: 17100 Retinas' followed by an asterisk;(*) indicate a voluntary rerate of previously published data, unless accompanied with a WAS, which indicates an involuntaryrerate. DISCLAIMERAHRIdoesnot endorse the product(s) listed on this Certificate and makes no representations, warranties or guarantees as to, and assumes no responsibility for, the product(s)listed on this Certificate. AHRI expresslydisciaims,all liability for damages,of any kind arising out of the use or, performance of the product(s), or theunauthorizedalterationofdatalistedonthisCertificate. Certified ratings are valid only for models and configurations listed in the directory at www.ahridirectory.org, TERMS AND CONDITIONSThisCertificateandItscontents are proprietary products of AHRI. This Certificate shall only be used for individual, personal andSolconfidentialreferencepurposes. The contents of this Certificate maynot, in whole or in part, be reproduced; copied; disseminated; ' raid entered into a computer database; or otherwise utilized, In any form or manner or by any means, except for the user's individual, AIR-CONDITIONING, HEATING; personal and confidential reference. & REFRIGERATION INSTITUTE CERTIFICATE VERIFICATION The information for the model cited on this certificate can be verified at www.ahridirectory.org, click on -Verify Certificate” link we make the better - and enter the AHRI Certified Reference Number and the date on which the certificate was issued which is listed above, and the Certificate No., which is listed at bottom right. 131564428790856813 2014 Air -Conditioning, Heating, and Refrigeration Institute [ CERTIFICATE NO.;. Revisior-hc Response to Comments JE " JAN 2 3 2018 B i Permit # Project Address: Submittal Date 167,6=117201 I' .• Email: City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Trades encompassed in revision: General description of revision: Building X L?C•: Plumbing Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Approvals SF Z- (. t8 Department Utilities Waste Water Planning Engineering Fire Prevention Building ROUTING INFORMATION Approvals SF Z- (. t8 SIR Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' O k4w"q6lll -1 FINAL BOUNDARY SURVEY WYNDHAM PRESERVE LOT 16 PB 81, PG 93) LOT 15 S89'40'51 'tiV V r-.49.4 --- --------------- to -------------------------------- v o.--- 30.0' SETBACK 40.7 R —Reported PCP—Permanent Control Point IS D —Description FP&L —Florida Power & Light LINE (NP) 0 10.0 2 STORY D.B. —Deed Book w r PATIO D4—Water Valve P.B.—Plat Book o a LOT 16 10.0 RESIDENCE 0 3800 SALTMARSH LOOP R Elev. —Elevation 6 Z> I 0AREA — N N BP—Brick Paver o 4,800 S.F. 0 E—Electric Box FFE—Finished Floor ElevationQ}—Utility Pole C—Curb Inlet 9—Guy Pole GTI—Grate Top Inlet O—Light Pole FFE= 31.40 A/C PAD— I 49.4' 40.7 a 30.0' 1 L-------------------- - p-----------------------SIR: m CONC WALK I rt rcr —rove Lqui mem LD: LB—Licensed usmess EGENADUSSD—Access/Drainage/Utilities/Sidewalk BFP —Backflow Preventer Sight Distance Easement Survey PRM—Permanent Ref. Monument R —Reported PCP—Permanent Control Point IS D —Description FP&L —Florida Power & Light P —Plat FFE —Finish Floor Elevation D.B. —Deed Book Water Meter O.R.—Official Records Book D4—Water Valve P.B.—Plat Book Yf—Fire Hydrant Pg.—Page RCI®—Reclaimed Water Meter Elev. —Elevation RCD4—Reclaimed Water Valve Conc.—Concrete Cable Box BP—Brick Paver In—Telephone Box SW—Sidewalk E—Electric Box FFE—Finished Floor ElevationQ}—Utility Pole C—Curb Inlet 9—Guy Pole GTI—Grate Top Inlet O—Light Pole P.U.E.—Public Utility Easement Guy Anchor RCP—Reinforced Conc. Pipe OU --Overhead Utilities PVC—Polyvinyl Chloride O—Storm Sewer Manhole NCS—No Comer Set (Falls in Water) m —Sanitary Sewer Manhole SF—Square Feet EHHo —Electric Handhole D.U.E.—Drainage/Utility Easement Coo—Clean Out FMGD —MAG NAIL & DISK CVX—Irrigation Control Valve P.K. —Parker Kolon Nail I' —Sign SIR—Set 1/2" Iron Rod L87768 WD4—Gate Water Valve SPKD—Set P.K. & Disk LB7768 Gas Meter FIR—Found 1/2" Iron Rod LB7768 Existing Grade FIP —Found 1/2" Iron Pipe LB7768 Cl —Blow—off Valve FPKD —Found P.K. Nail &Disk LB7768 —Drainage Flow Direction FCM —Found 4"x4" Concrete 10.0—Pro—posed Design Grade Monument PRM LB7778 10. —As—Built/Existing Grad) Note: Some items in above legemay not be applicable N89'40'51 "E 120.00' LOT 17 Description I Date I Dwn.ICk'd I P.C.IOrder No. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights—of—way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plot of WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1' = 20'. 7. All boundary line dimensions are field measured unless otherwise noted. U QZ 0U O in ho N x o 0X Uj w LL a v 1 Oin 0 IA to 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 I" DESCRIPTION: LOT 16, according to the plat of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey: 2/14/2018 1555 Winderley P This certifies that a survey of the hereon described property Maitland, FL 32 was made under my supervision and meets the Standards of Phone: (321) 27 Practice set forth by the Florida Board of Professional Fax: (813) 24 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Licensed Busin code, pursuant to Section 472.027; Florida Statutes. mes D. Leviner LS6915 FLORIDA PROFESSIONAL SURVEYOR & MAPPER NO . .................. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL lace, Suite 109 751 0-0440 8-2266 ess No. LB 7768 e®Po]nt Surveying, Inc. Drawn: MTP I Checked:JDL I P.C.: Data File:BrissonEast-Plat Date:2/16/18 Dwg:i3YmonEast-tat16 Order No.: — SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: — ENVIRONMENTS FOR/0 SITE ID: 384492 LOT: 18 BLOCK H BE 3800 STI ACCOUNT*.. 909STAFL BUILDER: STA IGI HOMES FOR LIVING PROGRAM IECC: 2009 CLI TE ZONE: STATE:FL ZJP:32771 COUNTY: COMMUNITY: WA PLAN: NDP 1 011 512 01 7 PROGRAM: HERS TESTER: ENVIRONMENTS EBS: FL, SANFORD TEST: BLOWER DOCV RESULT: PASS TOTER: Dave Revelle DATE: 02/142018 3° f - TPA t +lAl w 'pR h STNAME d'i °»r!"s.mr.,' r 'ks,k T ); a#srn=, E - a Y yr t CQRRECTION BUILDiJt4 t Y u`R )NEE4E0> , .,YERIFlED 1?vVERIFIEDa ;ra,x- ,>, 5.1 Attic Access Panel (fully gasketed and insulated) X 5.2 Attic drop-down Stair (fully gasketed and insulated) X 5.4 Recessed Lighting Fixtures (ICAT labeled and sealed to drywall) X 5.5 Whole -house Fan (insulated gasketed to the opening X 7.3 Fresh air ventilation installed per program specs X Blower Door Room Pressure Test Mel0 Bdrmrm 44 0 Rm 2 0 CO Detectors Bdrm S 0 RmRm 1 0I Bdrm 2 0 ---Bd.3 0 O Rm 3 0 OMer 0 o jo7 . qS6 CEILING FLAT (REM) NA NA EnetgyStar QuallBedAppliances? NA NA SYSTEM 1 Ef84ent Lighting Pada 7 GARAGE AO SMITH 80 or> Of HardhMed Lights Must Be CFL Or LED SYSTEM WATER HEATER Low Flow Founts, Toilets Nd7 DUCT SUPPLY R -VALUE (REM) NA NA Programmable, Thnmostat7 X CsA81ed Orson Pmgmm Level Requites Visual Inspection Mechanical BUILDING SPECIFICATIONS wAS BUILT -VALUES s.. ,.. ;. cBUIL!$IN aCHARACTERISTIC$.` ., AS f)ESION-VALUES w ,. m COMMMENT=rrp OF BEDROOMS (REM) NA NA CEILING FLAT (REM) NA NA SEALED ATTIC (REM) NA NA SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM WATER HEATER NA NA DUCT SUPPLY R -VALUE (REM) NA NA SYSTEM WATER HEATER PROGRAMMABLE THERMOSTATS (PRIF) Y.'?'' --... VES - WATER HEATER TYPE(PRIF);CONVENTIONAL SYSTEM 4 WATER HEATER 5-, 'T ELECTRIC ' 1 FURNACESYSTEM SYSTEM 1 HVAC OUTDOOR OUTSIDE CARRIER CH14NBO30 UNIT SYSTEM! HVAC INDOOR COIL SYSTEM 1 HVAC AHU (HEAT INTERIOR CARRIER FB4CNP030 PUMP) SYSTEM FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AHU (HEAT PUMP) SYSTEM 3 FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AHU (HEAT PUMP) SYSTEM 4 FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AHU (HEAT PUMP) BUILDING SPECIFICATIONS wAS BUILT -VALUES s.. ,.. ;. cBUIL!$IN aCHARACTERISTIC$.` ., AS f)ESION-VALUES w ,. m COMMMENT=rrp OF BEDROOMS (REM) NA NA CEILING FLAT (REM) NA NA SEALED ATTIC (REM) NA NA VAULTED CEILING (REM) NA NA FOUNDATION WALLS (REM) NA NA EXPOSED FLOOR (REM) NA NA ABOVE GRADE WALLS (REM) NA NA DUCT SUPPLY R -VALUE (REM) NA NA DUCT RETURN R -VALUE (REM) NA NA PROGRAMMABLE THERMOSTATS (PRIF) Y.'?'' --... VES - WATER HEATER TYPE(PRIF);CONVENTIONAL WATER HEATER FUEL TYPE (PRIF) 5-, 'T ELECTRIC ' TEST: BLOWER DOOR RESULT: PASS TESTER: Dow Ravella DATE: 02/14201a BUILDING SPECIFICATIONS r.Wtr:4-.as-G: K.s nc. sa.: a /jy ro 't54k c.swwd h N 9 t, t f(, ,, r u f.5, ,yBUILDING;CIWRACTERISTICB ra' r fi ' ;RESIGN VALUES gw ca A68UILT,, VALUES a, I ,. y MMMENT," I '" WATER HEATER SIZE, EFFICIENCY S LOCATION PRIF) INFILTRATION (HOUSE LKG) ACH (REM) NA a Nj, .." ' -. ': Ht® 145'61d: 3 15 ACW6, 50 Pascals` FRESH AIR VENTILATION TYPE (PRIF) AlR CYCLER, VENTILATION FAN MANUFACTURER (REM) NA NA VENTILATION FAN MODEL # (REM) NA NA VENTILATION FLOW REQUIRED (REM) NA NA VENTILATION EQUIP. RATED CFM (REM) NA NA VENTILATION # OF FANS (REM) NA NA VENTILATION TIME - HRSIDAY SPECIFIED (REM) NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR (PRIF) FRESH AIR VENTILATION FAN WATTS (REM) NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S (PRIF) INTERIOR % OF CFCS (PRIF) DISHWASHER (PRIF) REFRIGERATOR (PRIF) FOUNDATION TYPE (PRIF) SLAB TYPE (PRIF) SLAB AREA (PRIF) SLAB DEPTH (PRIF) SLAB FULL PERIMETER (PRIF) SLAB GRADE (PRIF) FLOW RING (PRIF) HEATING (REM) NA NA COOLING (REM) NA NA AIR -SOURCE HP (REM) NA NA WATER HEATING (REM) NA NA TOTAL CONDITIONED FLOOR AREA CFA SQ FT) DUCT LEAKAGE TO OUTSIDE % TARGET TOTAL DUCT LEAKAGE % TARGET SYSTEM 1 SQ FT. SERVED (CFA) SYSTEM 1 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET SYSTEM 1 TOTAL DUCT LEAKAGE CFM25) TARGET SYSTEM 2 SO FT. SERVED (CFA) SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET SYSTEM 2 TOTAL DUCT LEAKAGE CFM25)TARGET SYSTEM 3 SQ FT. SERVED (CFA) SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET SYSTEM 3 TOTAL DUCT LEAKAGE CFM25)TARGET SYSTEM 4 SQ FT. SERVED (CFA) TEST: DUCT BLASTER RESULT: PASS TESTER: Dave Ravalla DATE: 02/moia SYSTEM t DUCT LEAKAGE TO OUTSIDE CFM25) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE CFM25) ACTUAL SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE CFM25) ACTUAL SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE CFM25) ACTUAL POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE (% OF CFA) ACTUAL SYSTEM 2 DUCT LEAKAGE TO OUTSIDE OF CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFA) ACTUAL SYSTEM 3 DUCT LEAKAGE TO OUTSIDE OF CFA) ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE (% OF CFA)ACTUAL SYSTEM 4 DUCT LEAKAGE TO OUTSIDE} az0''s s{I'll, SYSTEM 4 DUCT LEAKAGE TO OUTSIDE'" SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET`' `a (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE p{' (Ont SYSTEM 4 TOTAL DUCT LEAKAGE st SYSTEM 4 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET(? „a.. ,, -„,`. (CFM25) ACTUAL r ", e„ -; CFA) ACTUAL TEST: DUCT BLASTER RESULT: PASS TESTER: Dave Revelle DATE: 02114/2016 BUILDING SPECIFICATIONS ary ti BUILDINGCHARACTERISTICSGk n „r 7,eASDE$10N VAIUES.p q g dA89111LT VALUES „ ;iNN " ,.COMMMENT DUCT LEAKAGE TO OUTSIDE (REM) IFLOWRING(PRIF) NA` TOTAL DUCT LEAKAGE (REM) Na FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Wyndham Preserve Builder Name: Starlight Homes Street: 3800 Saltmarsh Lp Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: Jurisdiction: System 2 Duct Test Time: Post Construction n,irt 1 Pakane Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 52 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 52 Dud System Leakage Divide by 1826 Total Conditioned Floor Area) 0.0285 (Qn,Out) I hereby certify that the above duct testing performance results demonstrate compliance with the Florida Energy Code requirements in accordance with Section R403.2.2. Rater Of Record: Printed Name: Dave Revelle RESNET #: 4311088 Date: 02/14/2018 Digitally signed by Dave Revelle Date: 2018.02.14 11:37:11 EST CN=Dave Revelle, O=TopBuild Home Services, OU, E M A I LA D D R E S S= d a ve . re v e l l e @topbuild.com, C=US 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: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 364482 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 3800 Saltmarsh Lp Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 3800 Saltmarsh Lp (Lot 16), Sanford, FL 32771 Jurisdiction: Cond. Floor Area: 1826 Cond, Volume: 17347 Envelope Leakage Test Results Regression Data: C: n: Qi—le — ka, dri D.Jnr Tncr rloro R: Leakage Characteristics CFM(50): 911 ELA: 50 Eq LA: 118 ACH: 3.15 SLA: .03 ACH(50) ' : 3.15 For prescriptive projects, tested leakage must be —7 ACH(50). For performance projects, tested leakage must be — the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open, 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. Signature: Printed Name: Dave Revelle Date: 02/14/2018 Digitally signed by Dave Revelle Date: 2018.02.14 11:37:17 EST CN=Dave Revelle, O=TopBuild Home Services, OU, EMAI LADDRESS=dave. revelle @topbuild.com, C=US Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 10/25/2017 364482 HOUSE PRESSURE FLOW: 1 50 Pa 911 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm Leakage Characteristics CFM(50): 911 ELA: 50 Eq LA: 118 ACH: 3.15 SLA: .03 ACH(50) ' : 3.15 For prescriptive projects, tested leakage must be —7 ACH(50). For performance projects, tested leakage must be — the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open, 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. Signature: Printed Name: Dave Revelle Date: 02/14/2018 Digitally signed by Dave Revelle Date: 2018.02.14 11:37:17 EST CN=Dave Revelle, O=TopBuild Home Services, OU, EMAI LADDRESS=dave. revelle @topbuild.com, C=US Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 10/25/2017 364482