The URL can be used to link to this page

Home My WebLink About3707 Saltmarsh Lp 18-286 (a) NEW SFHCITY O S NFORD r . h• , g, '° I BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No By' - Documented Construction Value: $ 1 d' Job Address: Historic District: Yes []'No Parcel ID: 17-20-31-502-0000- 1-.)1p Wyndham Preserve Lot I3 j Residential [2 Commercial Type of Work: New® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes,com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite.200 Resident of property? City, State Zip: Roswell, GA 30076 Contractor information Name Starlight. Homes Florida, LLC/Robert Wiilets Phone: 407-647-3700 No Street: 1064 Greenwood Blvd, Suite 124 Fag: 407-647-0100 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax. - City, St, Zip: Ambler, PA Bonding Company: NA Address: E-mail: sives@rnulhernkulp.com mortgage Lender: NA Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in com ' ce wit 11 applicable laws regulating constructi n=zoning. Si o wner/Ag ql Date Signature of Contract r/Agent Date John Reny Robert Willets Print Owner/Agent's Name Signature of Notary- tate of Flo feayne ManqeU Date NOTARY PUBLIC o STATE OF FLORIDA C mm# GG113111 s/NEE 1 0 Expires 6/21 /2021 Owner/Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name ct Signature of No ry-State of Florida Date SAR A s Shayne Mangel NOTARY PUBLIC a ESTATE OF FLORIDA y ? Comm# 13111 Contractoi ,I ent es ' L'illly Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ® Electrical Construction Type: Mechanical Ea Plumbing0 Gas[] Roof Occupancy Use: 23 Flood Zone: k_S ca Total Sq Ft of Bldg: Z. ` Occupancy Min. Occu anc Load: { # of Stories: Z Jg New Construction: Electric - # of Amps 1 Sa Plumbing - # of Fixtures 1-1 Fire Sprinkler Permit: Yes No ® # of Heads APPROVALS: ZONING: 'g 0 UTILITIES: ENGINEERING: VATc- t - b -Z018 FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 40.6 `1. ;me. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: SF Z• 13-(R 2M i1 SnSA&I M—t, lc -A? Tp 12.31-1-1 ©V o Cr k-) 2ACA4 Revised: June 30, 2015 Permit Application CITY OF SANFORD wiLuntl PERMIT APPLICATIONt Application No: Documented Construction Value: S JobAddress: b10-1 Historic District: Yes No Parcel ID: 17-20-31-502-0000-1310 Wyndham Preserve Lot M j Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Emaik Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite.200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight. Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fag: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/ Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for-- electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shalt be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in com ' ce wit 11 applicable laws regulating constructi n :andzoning. ql s nnil Si __, 7wner/Agedr Date Signature of Contract r/Agent Date John Reny Robert Wiilets Print Owner/Agent's Name 5 Signature of Notary- tate o Floftyne manged Date Q A NOTARY PUBLIC STATE OF FLORIDA C mm# GG113111 r/ NCE1 e Expires 6/21/2021 Owner/ Agent is Personally Known to Me or Produced ID Type of ID Print Contractor/Agent's Name Signature of No -State of Florida Date Shayne Mangel s NOTARY PUBLIC a - STATE OF FLORIDA W r 2 Comm#_1376113111 Contracto § kl ent eS WN922Ily Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 1Zx, 10,dWASTE WATER: BUILDING: Revised: June 30, 2015 i Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3707 Saltmarsh Loop Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1310 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL,frtJSEONLY {-: { Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: ® floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 18-286 Reviewed by: Michael Cash, CFM Date: January 8, 2017 1 0 no Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & UO1;;- Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the regulations and the attached construction plans approved as part of this permit. The permit is required for driveway orsidewalkconstructionover100squarefeetofconcreteorothermaterialonthesubjectparceland / or any construction of adriveway, g- walkway or landscape improvements within the city right-of-way. It does not approve any work within any otherjurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the wwwslielow. Clty's xaa size and location of the existing right—of-way and use shall be provided or application could be delayed, Call More youdlg. 1. Project Location/Address: 07 Su\ k rYIA rsh dD,or T fit— Ja, 3 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: pyl"i iruc i-i eu 1 D nex3 `J This application is submitted by. prpperty.,.,o Signature Address: Phone: 'thl- `[cog-OI to l Fax: 4CT— (oq-t- O.106 Email: Maintenance Responsibilities/indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto, Requestor may, with written City authorization, remove said installationlimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, Its counclipersons, agents, servants, or emptoy- ees (appointed, elected, or hired) from and againstany and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. Signature: 'JIrYW Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: I Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering kozu<a Date: I - S - Z0 l 13 Site inspected by: Special Permit Conditions: Date: Novombe 2016 - Rr1W 11— nri--. nAf Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: _{a - al --1—j I hereby name and appoint Amy Lacey, David Lacey, Amanda Smythe an agent of Starlight Homes Florida, LL.0 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: 3'10-1 Sad-+rr rar 1 "of , Z1,,X, 'd, 'P ZaKJ l ?2 StrIefAddress) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Wllets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing instrument was acknowledged before me this D k day !c , 200 1 , by __ I Robert Willets who is Say known to me or o who has produced as identification and who did (did not) take an oath. VShayne Mangel A NOTARY PUBLIC F* FLORIDA Comm# GG113111 RC IP Expires 6/21/2021 Rev.08,12) Signature T Print or q1P6 name Notary Public - State of Commission No. My Commission Expires: Lei 051 iilill F • E ' ALL, RESIDENTIAL, PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date:__ Project Name: Wyndham Preserve -Lot 3I Project Address:3r161 a1}fylAmh S,,,9nford FL 32773 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Print Nam Owner/Tenant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: CALLED INTO: Rev. 02/10/15) Robert Willets Print N e of Gen tractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # SC& SQfe rbrwk Print Name of El. Contractor Signature of El. Contractor 00309r El. Contractor License # o Progress Energy o Florida Power and Light on ____/ / THIS INSTRUMENT PREPARED BY: *Vky u-myName: Starlight Homes Florida, LLC Address: 106reenwood Bivd Suite 124L4GakeMaryFL32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: GRANT MALO ¢ GENIHOLE C:OUHa i Y CLERK OF CIRCUIT COURT cCOI''if'TROL.LER CLERK' S T 20171311 00 RECORDED 12/28/201 r' 12:1:3; 50 FT-ilRECORD11, IG FEES i1ii,itii RECORDED BY t afri i th Parcel ID Number. 17-20-31-502-0000- 1310 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter713, 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) WyndhamPreserve. PB 81 is 93-102 Lot 151 Address. 3-T O-T 'Z—> 4+rf--.t,..s1r, I -,1 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 AAA -- CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served asprovidedbySection713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA _r Section 713.13(1)(b), Florida Statutes. To receive a copy of the Lienors Notice as Provided in Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a differentdateisspecified) WARNING TO OWNER' ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENTARECONSIDEREDIMPROPERPAYMENTSUNDERCHAPTER713, PART I, SECTION 713.13, FLORIDASTATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICEOFCOMMENCEMENTMUSTBERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORECOMMENCINGWORKORRECORDINGYOURNOTICEOFCOMMENCEMENT. Under pe tie of 1 declare that I have read the foregoing and that the facts stated in it are true tothebestonowiedgeandbelief. VIA Owners Signature Owners Printed Name Florida Statute 713.13(1)(g): "The owner must sign the notice of commencement and no one else may be permitted to sign in his or her stead.' Stale of County of' The foregoing instrument was acknowledged before me this 1 day of F 20 by ( ; Who is personally known to NameofpersonmakingstatementOR who has produced identification type of identification produced: Shayne Mangel NOTARY PUBLIC o STATE OF FLORIDA Notary Signature Comm# GG113111 r' VCk1839 Expires6/21/2021 REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 1 4- _ 2-b(, Address: BUILDING PERMIT Min Max Ins ection Descri tion 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 ` Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence Min Max Inspection Descri tion 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Max Inspection DescriptionMin 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final raa7Y x M+ECHANICALPERMITkf4^ cs 1 .nr-"azu-r.i'rx y'e` da^ van' u' ..?. u;"us cam, ,2 Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final i I REVISED: June 2014 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000010 BUILDING PERMIT NUMBER: 18-10000010 DATE; January 02, 2018 UNIT ADDRESS: SALTMARSH LP 3707 17-20-31-502-0000-1310 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3707 SALTMARSH LOOP / WYNDHAM PRESERVE LOT 131 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE Single Family Housing ORD 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT a 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF -THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVINGSIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST 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 407-665-7356. 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 131 - 2121 UR Builder Name: Starlight Homes 3707 Saltmarsh Loop Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: ! e 2 '& n:),.,JDINGStreet: Owner: .1 Saor6 Jurisdiction:1t,eDesignLocation: FL, County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types (2379.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame- Wood, Exterior R=13.0 1236.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 912.33 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft' 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1264.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1264.00 ft 6. Conditioned floor area above grade (ft2) 2121 b. N/A R= ft2 Conditioned floor area below grade (ftz 0 c. N/A 11. Ducts R= ft2 R ft2 7. Windows(191.4 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 424.2 a. U-Factor. Dbl, U=0.34 150.42 ft2 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 36.0 HSPF;8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14; Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1264.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 853.00 ft2 b. Conservation features b. Floor over Garage R=19.0 411.00 ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.090 Total Proposed Modified Loads: 62.23 MASSTotalBaselineLoads: 63.76 I hereby certify that the plans and specifications covered by Review of the plans and rt1JE S71 this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. G Before is completedPREPAREDBY: construction O DATE: 1 !/ "241 ' this building will be inspected for compliance with Section 553.908 i hereby certify that this building, as designed, is in compliance Florida Statutes. CQDwiththeFloridaEnergyCode. WVJ OWNER/AGENT: BUILDING OFFICIAL: DATE: Wit) l if) 2:m BATE: 2 3• t Compliance requires certification by the air handier 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 starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 10/17/2017 4:39 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 131 - 2121 UR Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2121 Lot # 131 Owner: Total Stories: 2 Block/SubDivision: Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street:. 3707 Saltmarsh Loop Permit Office: Seminole County Cross Ventilation: No County: Seminole Jurisdiction: Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32773 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2121 18203.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 853 7932.9 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1268 10270.8 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 97.8 ft 0 853 ft2 0 0 1 2 Floor over Garage Floor 2 411 ft2 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absoc Tested Tested Insul. deg) 1 Hip Composition shingles 1414 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 1264 ft2 N N FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area. Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1264 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below it Ornt To Wall T4pe Space 1 E Exterior Frame"- Wood Floor 2 13 49 3 8 0 394.0 ft2 0 0.25 0.6 0 2 E Exterior Concrete Block - Int Insul Floor 1 4.1 33 3 9 4 310.3 ft2 0 0 0.6 0 3 N Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft2 0 0.25 0.6 0 4 N Exterior Concrete Block - Int Insul Floor 1 4.1 7 9 9 4 72.3 ft2 0 0 0.6 0 5 W Exterior Frame - Wood Floor 2 13 49 3 8 0 394.0 ft2 0 0.25 0.6 0 6 W Exterior Concrete Block - Int Insul Floor 1 4.1 28 9 9 4 268.3 ft2 0 0 0.6 0 7 S Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft2 0 0.25 0.6 0 8 S Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 4 261.3 W 0 0 0.6 0 9 N Garage Frame - Wood Floor 1 13 24 9 9 4 231.0 ft2 0 0.25 0.01 0 DOORS Ornt Door Type Space Stones U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None 39' 3 6 8 20 ft2 2 Wood Floor 1 None 39 2 8 6 8 17.9 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 E 1 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft0 in 1 ft 0 in None None 2 N 3 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft0 in 1 ft0 in None None 3 N 3 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 3 ft 0 in None None 4 N 3 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 5 ft 0 in None None 5 W 5 None Low-E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 1 ft0 in None None 6 S 7 None Low-E Double Yes 0.34 0.26 30.0 ft2 1 ft 0 in 1 ft0 in None None 7 S 8 Wood Double ( Clear) Yes 0.58 6.25 41.0 ft2 1 ft 0 in 11 ft 0 in None None 8 S 8 None Low- E Double Yes 0.34 0.26 15.0 ft2 1 ft 0 in 11 ft 0 in None None 9 S 8 None Low- E Double Yes 0.34 0.26 15.4 ft2 1 ft 0 in 11 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 411 ft2 411 ft2 64 ft 9.3 ft 0 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000382 2123.8 116.59 219.27 .3431 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 36 kBtu/hr 1080 cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS Supply - Location R-Value Area Return — Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 424.2 ft Floor 2 106.05 Prop. Leak Free Floor 2 — cfm 63.6 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan Feb Mar Heatinf XJanf Xj Febf Xi MarVentin [ Jan [ Feb X Mar Ceiling Fans: A r [ ] Ma X Jun JulAugXj Se j8c f Apr [ ] MaY f Jun Jul Aug (]Sep X Ar [ j Ma C Jun Jul Au [ 1 Se ctNov t Xj Nov Oct [X] Nov Dec f XDecDec FORM R405-2014 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 73 0 0 1 - Electric Heat Pum d 1 - Central Unit 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame -Wood, Exterior R=13.0 1236.00 f:2 b. Concrete Block - Int Insul, Exterior R=4.1 912.33 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1264.00 ft2 6. Conditioned floor area (ftz) 2121 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor. Dbl, U=0.34 150.42 ftz 11. Ducts R ftz a. Sup: Attic, Ret Floor 2, AH: Floor 2 6 424.2 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtulhr Efficiency c. U-Factor: N/A ft2 a. Central Unit 36.6 SEER:14.00 SHGC: d. U-Factor: N/A ft2 13. Heating systems kBtu/hr EfficiencySHGC: a. Electric Heat Pump 36.0 HSPF:8.20 Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 8. Floor Types Insulation Area 14. Hot water systems a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation. R=0.0 853A0 ft2 EF: 0.95 b. Floor over Garage R=19.0 411.00 ft2 c. N/A R= ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for. Building H1i sr Construction through the above energy saving features which will be installed (or exceeded) y0 Fo in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: aglo'la- a Address of New Homer A City/FL Zip: 1 4_ 1_ t l . y COD WE Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.,1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 10/17/2017 4:39 PM EnergyGauge® USA - v5.1 - 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 131 - 2121 UR Builder Name: Starlight Homes Street: 3707 Saltmarsh Loop Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as: a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/17/2017 4:39 PM EnergyGauge® USA - v5.1 - 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 131 - 2121 UR Builder Name: Starlight Homes Street: 3707 Saltmarsh Loop Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2121 sq.ft. Cond, Volume: 18204 cu ft. Envelope Leakage Test Results Regression Data: C n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: SLA: ACH(50) * : 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 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. 1 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: 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: O4gE Srgl 10/ 17/2017 4:39 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 131 - 2121 UR Builder Name: Starlight Homes Street: 3707 Saltmarsh Loop Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide by Leakage Total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: 10/17/2017 4:39 PM EnergyGauge@) USA v5.1 Section R405.4.1 Compliant Software Sr " 4M' R N..uu .s+' 1, r Page 1 of 1 wrightsoft° Project Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.eom Web: www.energyaircom For: Lot 131 - 2121 UR, Starlight Homes 3707 Saltmarsh Loop, Sanford, FL 32773 Notes: Design_Inforination:_, A Weather: Orlando ExecutiveAP, FL, US Winter Design Conditions Outside db 44 °F Inside db 68 °F Design TD 24 °F Heating Summary Structure 13698 Btuh Ducts 2634 Btuh Central vent (73 cf n) 1901 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 18232 Btuh Infiltration Job: Starlight -Wyndham Date: 4/18/2017 Plan: 1802 S Summer Design Conditions Outside db 93 F Inside db 75 F Design TD 18 F Daily range L Relative humidity 50 Moisture difference 44 gr/lb Sensible Cooling Equipment Load Sizing Structure 17437 Btuh Duds 3098 Btuh Central vent (73 cfm) 1405 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 21940 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi -tight Fireplaces 0 Structure 1989 Btuh Ducts 654 Btuh Central vent (73 dm) 2158 Btuh Heating Cooling Outside air Area (ft?) 2141 2141 Equipment latent load 4861 Btuh Volume (ft) 18223 18223 Air changes/hour 0.22 0.11 Equipment Total Load (Sen+Lat) 26741 Btuh Equiv AVF (chn) 67 33 Req. total capacity at 0.70 SHR 2.6 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIER AIR CONDITIONING Trade CARRIERAIR CONDITIONING Model CH14NBO360000B Cond CH14NBO360000B AHRI ref 8068612 Coil FB4CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 23100 Btuh Heating output 33800 Btuh @ 47°F Latent cooling 9900 Btuh Temperature rise 29 °F Total cooling 33000 Btuh Actual airflow 1070 cfm Actual airflow 1070 cfm Airflowfactor 0.066 cfm/Btuh Airflowfactor 0.052 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.82 Capacity balance point = 29 °F Backup: Input= 5 kW, Output=17616 Btuh, 100 AFUE Bcldrrtalic values have been manuallyoverridden Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wri htsoft• 2017-Oct-1718:38:44 g Pig Universal 201717.0.28 RSU17013 Page 1 ACCX...SpecifidWyndham Preserve\Lot 131 - 2121 UR.rup Calc= MJ8 Front Door faces: N wrightsoft, Manual S Compliance Report Entire House EnergyAir, Inc 5401 Energy Ar, Ct, Orlando, FL 32810 Phone:407-886-3729 Email: GRenner@energyair.00mV\/eb:vmw.energyair.com For. Lot 131 - 2121 UR, Starlight Homes 3707 Saltmarsh Loop, Sanford, FL 32773 Job: Starlight -Wyndham Date: 4/1812017 Plan: 1802 S o s o - Design Conditions Outdoor design DB: 92.6°F Sensible gain: 21940 Btuh Entering coil DB: 76.2°F Outdoor design WB: 75.9'F Latent gain: 4801 Btuh Entering coil WB: 63.6°F Indoor design DB: 75.0°F Total gain: 26741 Btuh Indoor RH: 50% Estimated airflow: 1070 c6n Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1070 cfm Sensible capacity: 23961 Btuh 109% of load Latent capacity: 6713 Btuh 140% of load Total capacity: 30674 Btuh 115% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 18232 Btuh Indoor design DB: 68.0°F Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1070 clam Output capacity: 33800 Btuh 185% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model Actual airflow: 1070 cfm Output capacity: 5. 2 kW 97% of load Temp. rise: 50 OF Meets all requirements ofACCA Manual S. Entering coil DB: 66.4°F Capacity balance: 29 OF Economic balance: -99 OF 2017-Oct-1 7 16:38:44 1 wrightsoft° Right- Suite®Universal 2017 17.0.28 RSU17013 Page 1 9 ACCA ...SpecifidWyndhamPreserue\ Lot 131 - 2121 UR.rup Calc= NU8 Front Doorfaces: N 1. tea. Duct System Summary Job: Starlight -Wyndham Wrightsof , Date: 4/18/2017 Entire House %r Energy Air, Inc Plan: 1802S 5401 Energy Ar, Ct, Orlando, FL 32810 Phone:407-886-3729 Email: GRenner@energyaircom Web: v AAmenergyaircom For. Lot 131 - 2121 UR, Starlight Homes 3707 Saltmarsh Loop, Sanford, FL 32773 Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.141 in/100ft 0.141 in/100ft Actual air flow 1070 cm 1070 cfm Total effective length (TEL) 199 ft Name Design Btuh) Htg 0m) Clg dm) Design FIR Diam in) H x W in) Dud Mat Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Fam/DinXit h 2217 145 108 0.141 8.0 Ox 0 VIFx 49.0 150.0 st6 Fam/DinXit-A h 2217 145 108 0.141 8.0 Ox 0 VIFx 33.3 165.0 st5 FamiDinXit-B h 2217 145 108 0.161 7.0 Ox0 VIFx 34.0 140.0 st6 Fam/DinXit-C h 2217 145 108 0.142 8.0 Ox0 VIFx 31.9 165.0 st5 bath2 h 497 33 27 0.185 4.0 Ox0 VIFx 26.5 125.0 st2 bedroom C 1720 42 90 0.332 6.0 Ox0 VIFx 4.3 80.0 bedroom C 1546 75 81 0.306 5.0 Ox0 VIFx 11.5 80.0 bedroom4 h. 1394 91 79 0.195 6.0 Ox0 VIFx 23.7 120.0 st2 d3-A h 200 13 10 0.194 4.0 Ox 0 VIFx 24.2 120.0 st2 Indy C 720 7 38 0.198 4.0 Ox 0 VIFx 21.2 120.0 st2 loft c 1939 41 101 0.334 6.0 Ox 0 VIFx 8.9 75.0 m, bath h 619 41 33 0.196 4.0 Ox 0 VIFx 17.8 125.0 st3 m, bedroom C 2263 88 118 0.199 7.0 Ox 0 VIFx 15.7 125.0 st3 pnty-A h 259 17 12 0.146 4.0 Ox0 VIFx 31.2 160.0 st6 pwdr-A c 232. 0 12 0.149 4.0 Ox0 VIFx 38.2 150.0 st6 We C 250 12 13 0.197 4.0 Ox0 VIFx 17.5 125.0 st3 o4 h 448 29 25 0.182 4.0 Ox0 VIFx 28.6 125.0 st2 Boldrrtalic values have been manuallyoverridden 2017-0d-17 16:38:44 wrightsoft° Right -Suite® Universal 201717.0.28 RSU17013 Page l AOA' ...Spedfic\Wyndham Preserve\Lot 131 - 2121 UR.rup Calc= MJ8 Front Door faces: N Su nk tpplyTruDe it Taa `$ble a.• Name Trunk Type Htg Cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st5 PeakAVF 291 216 0.141 533 10.0 0 x 0 VinlFlx st1 st1 PeakAVF 291 216 0.141 533 10.0 0 x 0 VinlFlx st6 PeakAVF 307 240 0.141 307 6.0 12 x 12 RectFbg st4 st2 PeakAVF 173 178 0.182 510 8.0 0 x 0 VinlFlx st3 PeakAVF 141 164 0.196 471 8.0 0 x 0 VinlFlx st4 PeakAVF 307 240 0.141 564 10.0 0 x 0 VinlFlx Name Grille Size (in) Htg Cfm) Clg Cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Dud Mat Trunk rb1 Ox 0 1070 1070 0 0 0 0 Ox 0 VIFx Boldrrtalic values have been manuallyoverridden 2017-Oct 17 16:38.44 C wrightsoft' Right -Suite® Universal 201717.0.28RSU17013 Page2 ACCA...Specific\WyndharnPreserve\Lot131-2121UR.rup Calc=MJ8 Front Door faces:N, JobAh -Wyndham ' Starlight ~ Inc Scale:^~ - '~ Performed for: ^~~ Air, Page 1 Lot 131'c121UR 5401 ' A[X 37U7SaKmamh — ,v onuu,mmpOrlando, FL828 O o 3u773 ' ^"''~~'' '="^ Sanford, Phone: 407-880-3729 .'mpn=orelot 1 U U v*vaanergyacuom GRennen@energyair.com U Level 2 AHU ON ME" 3.0 Ton 240\ Job #: Starlight -Wyndham Energy AirInc Scale: 1 /8" =1'0" Performed for: Page Lot 131 - 2121 UR Energy Air, Ct Right -Suite® Universal 2017 3707 Saltmarsh Loop Orlando, Orla17. 0.28 RSU 17013 Sanforri, FL32773 6-372 Phone:407S86,3729 2017- Oct 171638:53 rnPreseneu_ ot131-2121UR.rup www. energyair.com GRenner@energyaircom RECORD COPY L Au 0 ? ` LaN/ 3''LAP A 5 ctl-1l 1 4o,-1,::.6 lfl YNDHAM PRESERVE - LOT 131 PLOT PLAN i v 00ago A9pGPC COp ° W S N6y acS 50 •p 'T Cj O M 3 cD 0 o 8 vpGP PGP 1 PAL RO GONG U APR J0 0 0 Z CENTER '+ E L1NEc o PRPpR N 65.1 7 2+ / v v m 0 22 PROPOSE WA KCoNC SIDE 8 ' 0 10' UTILIT (Y) - o N EASEMEN - - + Mo \' l Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' LOT 132 Rear = 20' Side = 5' LOT 151 BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. 4"' """ D: ` LEGENADUSSD-Access/Drainage/Utilities/Sidewalk LB -Licensed usiness BFP- Backflow Preventer Sight Distance Easement Survey PRM -Permanent Ref. Monument Reported PCP -Permanent 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 YJ--Fire Hydrant Pg.- Page ROM -Reclaimed Water Meter Elev.- Elevation RCD4-Reclaimed Water Valve Conc.- Concrete Cable Box BP - Brick Paver I]] -Telephone Box SW - Sidewalk E]-Electric Box FFE- Finished Floor Elevation 0—Utility Pole CI - Curb Inlet O-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 0 -Storm Sewer Manhole NCS- No Corner Set (Falls in Water) D -Sanitary Sewer Manhole SF - Square Feet EHHo -Electric Handhole D. U.E.-Drainage/Utility Easement COO -Clean Out FMGD- MAG NAIL & DISK CVD4-Irrigation Control Valve P. K.-Parker Kolon Nail Sign SIR - Set 1/2" Iron Rod LB7768 WD4-Gate Water Valve SPKD- Set P.K. & Disk LB7768 Gas Meter FIR - Found 1/2" Iron Rod LB7768 Pl-I -Existing Grade FIP- Found 1/2" Iron Pipe LB7768 OI-Blow-off Valve FPKD- Found --ft-Drainage P.K. Nail &Disk LB7768 Flow Direction FCM- Found 4"x4" Concrete 10.0-Proposed Design Grade Monument PRM LB7778 10.2 -As-Built/Existing Grade REVISIONS Description I Date I Dwn. Ck'd I P.C. I Order No. O O Z 0" J___ T 20.7 M 2 STORY RESIDENCE 3707 SALTMARSH LOOP ? A M 2121 DISCOVERY ELEVATION - U GARAGE - RIGHT FFE= 30.1 28. 0 2. 7' 15.3 PATIO A/C PAD LOT 131 AREA = 4, 948 S.F. ± 40. 00' S89' 40'51 "W LOT 152 SURVEYOR' S NOTES: 1Q 1 1iZ o Ufire 0 WYNDHAM PRESERVE LOT 131 PB 81, PG 93) n O b C DIAMNSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT 130 00 V• ZONING DATE Ok to construct single family home with setbacks and impervious area cshown on plan. 40. Got. ""e, ZIZI IbiSco\/ tN- J) (Srp- 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) LOT 153 LOT AREA CALCULATIONS LOT = 4, 948 SQ.FT. LIVING AREA= 853 SQ.FT. GARAGE = 411 SQ.FT. ENTRY = 44 SQ.FT. DRIVEWAY = 498 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 88 SQ.FT. A/C PAD = 9 SQ.FT. IMPERVIOUS= 40. 5 % SOD = 2, 945 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1,088 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 217 SQ.FT. SOD = 146 SQ.FT. TOTAL AREA AREA = 6, 036 SQ.FT. DRIVEWAY = 612 SQ.FT. SIDEWALK = 305 SQ.FT. SOD = 3, 091 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: LOT 131, according to the plat of "WYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of 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. es D. Leviner LS695 RIDA PROFESSIONALSURVEYOR & MAPPER NO. ..........1.... NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL Drawn: JE I Checked: JDL I P.C.: Data File:BrissonEast-Plat Date: 9/ 21 /17 Dwg: BdssonEast-Lot131 Order No.: SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: — PIotID Length Product Plies Net Qt FJ1 8-00-00 1-3/4' x 16' VERSA -LAM? 2.0 3100 SP2 2 FJ2 29-00-00 16' BCI? 6000s-1.8 1 1 FJ3 28-00-00 16' BCI? 6000s-1.8 1 6 FJ4 26-00-00 16' BCI? 6000s-1.8 1 12 FJ5 25-00-00 16' BCI? 6000s-1.8 1 14 FJ6 21-00-00 16' BCI? 6000s-1.8 1 5 FJ7 8-00-00 16' BCI? 6000s-1.8 1 1 FJ8 6-00-00 16' BCI? 6000s-1.8 1 1 FJ9 5-00-00 16' BCI? 6000s-1.8 1 8 FJ10 4-00-00 16' BCI? 6000s-1,8 1 1 FJll 3-00-00 16' BCI? 6000s-1,8 1 1 Rml 16-00-00 1 1/8' x 16' TJ? Rim Board 1 5 Bkl 2-00-00 16' BCI? 6000s-L8 1 31 A-n-n RECORD COPY as-n-n I I I I I I I I I I IIIII I I I I I I I I I I I I I I'I III I I I'lll lllllllllll'I I I I'I I1I'I I I I• I I I II HT 0 0 0 0 H"er List Hl HN26 H2 IUS 237/16 H3 HW 26-2 OSANFORD NOTES: L) RREFERR TGO ENGIEF 2.) ALL TRUSSES (INCLUDING TRUSSES UNDER VALLEY FRAMING) MUST BE COMPLETELY j DECKED OR REFER TO DETAIL V105 FOR 8823.) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUO_DER. 4.) ALL TRUSSES ARE DESIGNED FOR 2' or - MAXIMUM SPACING, UNLESS OTHERWISE NOTE] 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO BE LOAD 6.) SY42 TRUSSES MUST BE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRUSS HANGERS TO BE SIMPSON HTU26 UNLESS OTHERWISE NOTED. ALL FLOOR TRUSS HANGERS TO BE SIMPSON THA422 UNLESS OTHERWISE NOTED. BEAM/HEADER/LINTEL (HDR) TO BE SHOP DRAWING APPROVA THIS LAYOUT IS THE SOLE SHE FOR FAIRICATI N OF TRUSSES AND VOIDS ALL PREM ARDUTECTURAL OR TRUSS LAYOUTS REVEV AND APPROVAL O" TH[S LA K RECEIVED BEFORE ANY TRIb'SES Vlll BE BUILT. CONDITIONS TO I1r5lRE AMY CHANCES THAT Vlll Ltd m.y hu by bli- EaddersFirstSource Orlando PHONE, 407-851-2100 FAX- 407-851- Plant Cl PHONEi 813-759-5951 FQX 813-752 Ashton Voods 2121 WNW WPO131 I 12/20/17 Josh RECORD COPY PLLL.MER ELEC-r F2IC Starlight Homes 2121 Discovery, Wyndham Place LOAD CALCULATION June 9, 2017 I. HVAC LOADS {NEC 2011- 220.82(C)(3) - (4)) ZONE COMPRESSOR SIZE 1 3.00 TON 2 TON 3 TON 4 TON 5 TON CONNECTED LOAD 5.40 KVA ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS TOTAL LOAD FOR COMPRESOR @ 100% TOTAL LOAD FOR AIR HANDLER @ 65% TOTAL HVAC DEMAND LOAD 1I. GENERAL LOADS {NEC 2011 - 220.82(B)(1) - (4)) LIGHTING 2121 Sq Ft @ 3VA/Sq. Qty KVA Rating 2 L5 SMALL APPLIANCE CIRCUITS 1 1.5 LAUNDRY CIRCUIT 1 5 DRYER CIRCUIT 5 STACK WASHER/DRYER 1 4.5 WATER HEATER (1) 13.07 KVA 5.40 KVA 4.99 KVA 10.39 KVA gU t Q C 6.36 KVA Total KVA ANFORD 3.00 KVA 1.50 KVA 5.00 KVA 4.5 WATER HEATER (2) # Q - Z 8 611.2 DISHWASHER 1 0.8 DISPOSAL(1) 0.8 DISPOSAL(2) 7.2 RANGE/OVEN (1) 1 12 RANGE/OVEN (2) 7.2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 2.5 MICROWAVE CIRCUIT 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AMP POOL CIRCUIT 19.2 80AMP POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 1ST 10 KVA (GENERAL LOADS) @ 100% REMAINDER (GENERAL LOADS) @ 40% SUB -TOTAL (GENERAL LOADS) INEC 2011 - 220.82(B)l HVAC LOADS GENERAL LOADS TOTAL DEMAND LOAD INEC 2011 - 220.82(A)l MINIMUM SERVICE SIZE 4.50 KVA 1.20 KVA 0.80 KVA 12.00 KVA 2.50 KVA 36.86 KVA 10.00 KVA 10.75 KVA 20.75 KVA 10.39 KVA 20.75 KVA 31.13 KVA 129.71 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram 0 MA 5 -, ter Main- 150 Amp I Main 20V / 240V Typical 150 Amp Interior Panel s 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL NEC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp 1 Concrete Encased Electrode 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: WPO131 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: W PO131 Model: 2121 Tampa, FL 33610 4115 Lot/Block: 131 Subdivision: Wyndham Preserve Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf . This package includes 18 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T12792751 CJ1 12/20/17 18 T12792768 V5 12/20/17 12 1 T12792752 1 CJ3 1 12/20/17 1 1 1 1 1 1 1 1 13 1 T12792753 1 CJ5 1 12/20/17 14 I T12792754 J EJ7 1 12/20/17 15 I T12792755 J EJ7G 1 12/20/17 16 I T12792756 1 H1 1 12/20/17 17 1 T12792757 1 H2 1 12/20/17 18 1 T12792758 1 H3 1 12/20/17 19 1 T12792759 1 H4 1 12/20/17 110 1 T12792760 1 HJ7 1 12/20/17 ill I T12792761 I T1 1 12/20/17 112 1 T12792762 1 T1 GE 1 12/20/17 113 I T12792763 I T2 12/20/17 114 I T12792764 I T3 12/20/17 115 I T12792765 I T4 1 12/20/17 116 I T12792766 I T5 1 12/20/17 117 1 T12792767 1 V3 1 12/20/17 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 - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 201.9. 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. a ONSA. NO 38 • X_ TA E O '44/. Z 0 Ft Thomas A. Albani PE No.39380 Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 20,2017 Albani, Thomas 1 of 1 Job Truss Type Qty PlyT12792751WP0131CilTru7J.'eulss, pen 6 1 001 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 20 15:35*52 2017 Page 1 I D: KfjyNX6mvAVukxMbj ixgkpz4RS4-W 6snamiXy75wfsV N3s7N Dq? ivBHaSDZnkSLabSy727L 1-0-0 11-0-0 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 5 999 240 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 FBC2014frP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=10/Mechanical, 2=113/0-3-8, 4=4/Mechanical Max Horz2=42(LC 10) Max Uplift3= 9(LC 10), 2=-74(LC 6) Max Grav3=10(LC 1), 2=113(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:6.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 9 lb uplift at joint 3 and 74 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101031201E BEFORE USE. Design valid for use only with Mileknn. 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 incorpoi ate. this design into the overall ®®® building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rabrlcation, storage, dellvery, erection and bracing of trusses and truss syslems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available tram Truss Plate Insti lute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type aty Ply T12792752 W PO131 TCJ3SS Jack -Open 6 1 002 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 2x4 = t.t4V S Aug It ZVI / Mi eK InouSITIeS, Inc.W eO Dec 20 i5 55.53 20 i / rage i I D: KfjyNX6mvAVukxMbj ix9kpz4RS4-_J QD 76jAi R DnH04Zdaecm2Ytfbd8Bgoxz6478uy727K 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 7 999 240 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 W B 0.00 Horz(TL) 0.00 2 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 REACTIONS. (lb/size) 3=59/Mechanical, 2=184/0-3-8, 4=29/Mechanical Max Horz 2=86(LC 10) Max Uplift3=-56(LC 10), 2=-89(LC 10) Max Grav3=59(LC 1), 2=184(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.9 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 89 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with Milek® connectors. this design Is based only upon parameters shown, and is for an individual building component, not ouaMisssystem. &.,fore use, the building designer must verify the appliccibillty of design parameters and properly incoq:xxate this design Into the overall Lxuckling Individual truss chord members only. Addlttonal iemlxxary and permanent brac:hlg ll MiTek' building design. Bracing Indicated is to prevent of web and/or is always required for stability and to prevent collapse wtthlbssible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, 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 Pry T12792753 W P0131 CJS Jack -Open 6 1 7JbRfrenc, optional) Builders FirslSource, Tampa, Plant City. Florida 33566 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014ffP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-3-8, 4=45/Mechanical Max Horz 2=131(LC 10) Max Uplift3=-98(LC 10), 2=-125(LC 10) Max Grav3=100(LC 1), 2=274(LC 1), 4=75(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7,640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 20 15:35:53 2017 Page 1 I D: KfjyN X6h1vAVukxMbj ix9kpz4RS4-_JQ D76jAiR DnHO4Zdaecm2YrSbbKBgoxz647Buy727K 5-0-0 5-0-0 Scale = 1:15.1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.02 4-7 >999 240 MT20 244/190 Vert(TL) -0.04 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc 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=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 98 lb uplift at joint 3 and 125 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks inclUding heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mifekm) connectors. [his design is based only upon parameters shown, and Is for an individual txullding component, not Rol' a truss systern. Before use, Ihe. building designer must verify The applicability of design parameters and Ixopedy incorporate this design into the overall Bracing indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k• building design. prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSi/TPI l 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 Fly T727s275a WP0131 EJ7 Jack -Open 8 i 004 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 I.b4V s Aug lb ZVl / Mi ek indusiries, Inc. wed Dec 20 i 5.35.54 20i r Page i I D: KfjyN X6mvAVukxMbj ix9kpz4RS4-TV_bLSj oTILeuAfIAH9rl F5yO?ugw724CmghgKy727J 1- 0-0 1 7-0-0 1- 0-0 ' 7-0-0 3x4 = LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 7.0 Lumber DOL 1.25 BC 0.36 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fFP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=1 41 /Mechanical, 2=366/0-3-8, 4=61/Mechanical Max Horz2=170(LC 10) Max Uplift3= 123(LC 10), 2= 164(LC 10) Max Grav3=141(LC 1), 2=366(LC 1), 4=105(LC 3) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:19.1 7- 0-0 DEFL. in loc) Well Ud PLATES GRIP Vert( LL) 0.06 4-7 999 240 MT20 244/190 Vert( TL) 0.16 4-7 537 180 Horz( TL) 0.01 2 n/a n/a Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc 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=5.opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 3 and 164 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 1010312015 BEFORE USE. v Design valid for use only with Milekr-) connectors. This design Is based only upon parameters shown, and is for an Individual building component. not I a truss System. Before use, the building designer must verify the apfAicabillty of design parameters and piopeiiy incorporate this design Into the overall Is to Ixrckling individual truss web and/or chord members only. Additional tempwrary and permanent bracing d MiTek' buildingdesign. &acing Indicated prevent of Is always regrtlred for stablity and to prevent collapse with possible personal injury and properly damage. 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 SCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Joborb Truss Truss Type Qty Ply T12792755 EJ7G Jack -Open Girder 1 2 005Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 Mi I eK industries, Inc. Wed Dec 20 15:35:55 2017 rage 1 I D:KfjyNX6mvAVukxMbj ixgkpz4RS4-xhXzYokO E2TV W KDyk?g4rTd7dOC1 fazDOOZECny7271 3-8-2 7-0-0 3-8-2 3-3-14 2x4 11 Scale = 1:21 .0 7-0-0 7-0-0 Plate Offsets (X Y)-- 1 0-3-1 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.15 3-5 >539 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.28 3-5 >298 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 63 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1163/0-3-8, 3=1579/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-473(LC 8), 3=-694(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to 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. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 473 lb uplift at joint 1 and 694 lb uplift at joint 3. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 744 Ito down and 322 lb up at 2-0-12, and 744 lb down and 322 lb up at 4-0-12, and 746 lb down and 320 Ib 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 (pit) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 7= 744(F) 8=-744(F) 9=-746(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. ]]its design Is based only upon parameters shown, and Is for an Individual building component, not - -- a huss system. Before use. the building designer must verity the applicability of design parameees and I.xoperly Incogwrate this design into the overall qq BBBB 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 guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPi 1 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 T12792756 W P0131 H1 Hip 2 1 006 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2011 Min I ex industries, Inc. Wed Dec 20 15 35:55 2017 rage 1 I D: KfjyN X6mvAV ukxMbj ixgkpz4RS4-xhXzYokQ E2TV W KDyk?g4rTd7W DBBf W bDQQZECny7271 i- 1-0-0 5-9-14 11-0-0 17-0-0 22-2-2 28-0-0 ,29-0-0, r0- 0 5-9-14 5-2-2 6-0-0 5-2-2 5-9-14 1-0-0 1 0 3x4 — 5x8 = 20 4x6 = 13 1L iu a 2x4 11 3x4 = 3x4 = 3x8 = 2x4 II 3x4 Scale = 1:50.1 5- 9 -14 11-0-0 17-0-2-2-2 0228-0-0 5- 9-14 5-2-2 6-0-0 5-2-2 5-9-14 Plate Offsets (X Y)-- (2:0-1-10 0-0-0j j4:0-5-12 0-2-81 j7:0-1-10 0-0-01 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 0.50 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.26 10-12 >999 180 BCLL 0.0 * Rep Stress Incr YES W B 0.30 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix-M) Weight: 136 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Horz2=118(LC 10) Max Uplift2=-452(LC 10), 7= 452(LC 11) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2074/785, 3-4=-1630/615, 4-20=-1464/615, 5-20=-1464/615, 5-6=-1631/616, 6- 7=-2074/788 BOT CHORD 2-13=-743/1863, 12-13=-743/1863, 11-12=-466/1463, 10-11=-466/1463, 9-10=-628/1863, 7- 9=-628/1863 WEBS 3-12= 459/308, 4-12=-76/364, 5-10= 66/365, 6-10= 459/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2 and 452 lb uplift at joint 7. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekR connectors. this design is based only upon parameters shown. and Is for an individual building component not a truss system. Before LW, the budding designer must verify the applicability of design 17ararneteis 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 666 M iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and Trusssystems, 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 city Ply T72792757 W PO131 H2 Hip 2 1 007 Job Reference (optional) Builders FirstSource, Tampa. Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 20 15:35:56 2017 Page 1 I D: KfjyNX6mvAVukxMbj ix9kpz4RS4-PU5LmBI2?McM BTo81 iBJNgAJ MoX_OuJ Nf4JokDy727 H 1-0-Oi 6-9-14 13-0-0 15-0-0 21-2-2 28-0-0 29-0-0, 10-0 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 1-0-0 1 0 3x4 5- 2x4 II 4x6 = 4x6 = 4 20 5 3x4 = 3x4 = 3x4 = 2x4 11 3x4 Scale = 1:50.1 Ia 0 6-9-14 13-0-0 15-0-0 21-2-2 28-0-0 6-9-14 6-2-2 2-0-0 6-2-2 6-9-14 Plate Offsets (X Y)-- 12 0-3-0 0-1-8) (7:0-3-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.17 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Veri(TL) -0.32 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 HOrz(TL) 0.10 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 133 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 7=1090/0-3-8 Max Horz 2=-137(LC 11) Max Uplift2=-449(LC 10), 7=-449(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 2034/759, 3-4=-1453/540, 4-20=-1284/538, 5-20= 1284/538, 5-6=-1453/539, 6-7=-20347761 BOT CHORD 2-13= 728/1820, 12-13=-728/1820, 11-12= 352/1284, 10-11=-352/1284, 9-10= 593/1820, 7-9= 593/1820 WEBS 3-13=0/253, 3-12= 645/414, 4-12= 103/336, 5-10= 103/336, 6-10=-645/416, 6-9=0/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & 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 last bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 2 and 449 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. 1 RoilDesignvalidforuseonlywithMITek© connectors. This design is based only upon parameters shown, and is for an Individual building component, not a h uss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buckling individual truss and/or chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing indicated is to prevent of web is always required for stablllty and to pieveni collapse with possible i:,ersonal injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of 1rLI5SeS and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Truss Truss Type city Ply T12792758ro, b 0131 H3 Hip Girder 1 1 008 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1.640 S Aug 16 2U1 I MI I eK InauSIT185, IOC. W ea VBC eu ib: b:J/ eui / rage i I D: KfjyNX6mvAVukxMbj ix9kpz4RS4-t4fkzU mgmgk DldN Ks PjYwuj P_Cle7KyW uk2LHfy727G 1-0-0 3-9-14 7-0-0 11-8-9 16-3-7 21-0-0 24-2-2 28-0-0 29-0-0, t-M3-9-14 3-2-2 4-8-9 4-6-t3 4-8-9 3-2-2 3-9-14 1-0-0 3x8 = 5x8 = 2x4 II 3x8 = 5. 00 12 4 24 25 5 26 27 28 6 29 30 4x6 = 17 lb 31 32 16 33 14 34 10 35 36 11 2x4 II 3x4 = 3x8 4x10MT20HS= 2x4 11 3x8 = 2x4 11 Scale = 1:50.1 3x8 = 3- 9-14 7-0-0 11-8-9 16-3-7 27-0-0 24-2-2 28-0 0 3- 9-14 3-2-2 4-8-9 4-6-13 4-8-9 3-2-2 3-9-14 Plate Offsets (X Y)-- 12:0-4-2 0-1-8j (4:0-5-12 0-2-8) (9:0-4-2 0-1-81 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.38 13-15 >877 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.68 13-15 >497 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.69 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 141 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins. 4- 7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1906/0-3-8, 9=1906/0-3-8 Max Horz2=78(LC 8) Max Uplift2=-899(LC 8), 9=-899(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten- - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3911/1813, 3-4=-3938/1853, 4-24=-4677/2245, 24-25=-4677/2245, 5-25=-4677/2245, 5- 26= 4677/2245, 26-27=-4677/2245, 27-28=-4677/2245, 6-28=-4677/2245, 6- 29=-3677/1762, 29-30=-367711762, 7-30=-3677/1762, 7-8=-3937/1852, 8-9=-3909/1816 BOT CHORD 2-17= 1664/3547, 16-17— 1664/3547, 16-31 =-1 649/3644, 31-32=-1649/3644, 15- 32= 1649/3644, 15-33=-2128/4677, 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=-2041280, 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 899 lb uplift at joint 2 and 899 lb uplift at joint 9. 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 lb down and 213 lb up at 7-0-0, 87 lb down and 122 lb up at 9-0-12, 87 lb down and 122 lb up at 11-0-12, 87 lb down and 121 lb up at 13-0-12, 87 lb down and 121 lb up at 14-11-4, 87 lb down and 122 lb up at 16-11-4, and 87 lb down and 122 lb up at 18-11-4, and 173 lb down and 213 lb up at 21-0-0 on top chord, and 3071b down and 137 lb up at 7-0-0, 65 Ib down at 9-0-12, 65 Ib down at 11-0-12, 65 lb down at 13-0-12, 65 lb down at 14-11- 4, 65 lb down at 16-11-4, and 65 lb down at 18-11-4, and 307 lb down and 137 lb up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others- 10) In the LOAD CASE( S) section, loads applied to the face of the truss are noted as front (F) or back (B). WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek* connectors. This design is based only upon Iarameters shown, and is for an individual building component, not -- a Irrss system. Before use, the building designer must verify the applica"ily of design parameters and Ixoperly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabdcation, 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 tram truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12792758 W P0131 H3 Hip Girder 1 1 008 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2111 / MI I eK Industries, Inc. Wed Uec 20 1 S:3S'S / 201 1 Page 2 ID:KfjyNX6mvAVukxMbjix9kpz4RS4-t4fkzUmgmgkDldNKsPjYwujP_Cle7KyW uk2LHfy727G LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-21= 20 Concentrated Loads (lb) Vert:4=-126(F) 7=-126(F)16=-307(F) 12=-307(F) 24=-87(F)25=-87(F)26=-87(F)28= 87(F)29=-87(F) 30=-87(F) 31=-41(F) 32=-41(F) 33=-41(F) 34=-41(F) 35=41(F) 36=-41(F) WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek6 connectors. this design is based only upon parameters shown, and Is for an Individual building component, not a firm system. Before rase, the building designer must verify the applicability of design parameters and prolx'rly incorporate Ibis design into the overall building. design. Bracing indicated is to prevent buckling of individual truss web and/orWelk' chordmembersonly. Additional temporary and permanent bracing IY elk' is always required for stabllity 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T127s27ss WP0131 H4 Hip 1 1 009 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.b4u s Aug 16 20 i r mi i ek ind-iii-, nic. Wed uec 20 15.35.58 20, r ray, I D: KfjyNX6mvAVukxMbj ixgkpz4RS4-LG D6Apml Xzs4NnyW P 7EnT5FhBc7SsuBg7Ooup5y727F 1-0-Oi 4-9-14 9-0-0 14-0-0 + 19-0-0 23-2-2 28-0-0 29-0-Oi 1-000 4-9-14 4-2-2 5-0-0 5-0-0 4-2-2 4-9-14 1-0-0 4x6 = 3x4 = 5 12 3x8 = 3x8 MT20HS- 3x6 = 4x6 = 3x8 = Scale = 1:50.1 3x6 = 10.0-0 9-0-0 Plate Offsets (X Y)-- 12:0-3-0 Edge) 18:0-3-0 Edgef LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.19 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.55 10-12 >609 180 MT20HS 1871143 BCLL 0.0 " Rep Stress Incr YES WB 0.25 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 131 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1090/0-3-8, 8=1090/0-3-8 Max Horz2=98(LC 14) Max Uplift2=-455(LC 10), 8=-455(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2081/874, 3-4=-1812/707, 4-5=-1647/686, 5-6=-1647/686, 6-7=-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, 6-1 0=-1 14/442, 7-10=-275/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 2 and 455 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. I Design valid for use only with MITekR connectors. This design is based only upon parameters shown, and is for an indlvdual building component nor a ]Hiss system. Before use. the building designer must verify the applicability of design I:rararleters and PIOPolly incorparate this deskg snintotheoverall bullding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYi jTeke 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 biacing of trusses and truss systems, seeANSI/TPI t 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 T12792760 wP0131 HJ7 Diagonal Hip Girder 3 1 010 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. wed Dec 20 15:35:59 2017 rage 1 I D: KfjyNX6mvAV ukxMbj ix9kpz4RS4-pSnU09nwl H_x?xXjzglO?JorgOajbKmpL2XSLYy727E 1-5-0 5-2-9 9-10-1 1-5-p r - 5-P-9 4-7-8 2x4 = 5-2-9 9- 5-2-9 4- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 6-7 999 240 TCDL TO Lumber DOL 1.25 BC 0.43 Vert(TL) 0.09 6-7 999 180 BCLL 0.0 Rep Stress Incr NO W B 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. (lb/size) 4=115/Mechanical, 2=481/0-4-9, 5=295/Mechanical Max Horz2=180(LC 4) Max Uplift4=-94(LC 4), 2=-267(LC 4), 5=-116(LC 8) Scale = 1:21.8 PLATES GRIP MT20 244/190 Weight: 41 lb 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-779/300, 11-12= 752/303, 3-12=-720/309 BOT CHORD 2-15= 399/721, 15-16=-399/721, 7-16=-399/721, 7-17= 399/721, 6-17=-399/721 WEBS 3-7=0/253, 3-6=-768/425 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 94 lb uplift at joint 4, 267 lb uplift at joint 2 and 116 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 14 lb down and 14 lb up at 1-4-15, 14 lb down and 14 to up at 1-4-15, 27 lb down and 54 lb up at 4-2-15, 27 lb down and 54 lb up at 4-2-15, and 44 lb down and 103 lb up at 7-0-14, and 44 lb down and 103 Ito up at 7-0-14 on top chord, and 8 lb down and 1 lb up at 1-4-15, 8 lb down and 1 lb up at 1-4-15, 9 to down and 0 lb up at 4-2-15, 9 Ito down and 0 lb up at 4-2-15, and 24 lb down at 7-0-14, and 24 Ito 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 (lb) Vert: 13=-48(F=-24, B=-24) 15=3(F=1, B=1) 16=-12(F=-6, B=-6) 17=-34(F=-17, B=-17) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01,1I1.7473 rev. 10103/2015 BEFORE USE. q® Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not C7 a truss system. Before use, the building designer must verify the aplAicability of design paranlelers arxi properly incorporate this design into the overall pp ! 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 guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12792761 W P0131 T1 Common 4 1 011 Job Reference (optional) Builders FirstSouree. Tampa, Plant City, Florida 33566 t.b4v s Aug 16 2017 mi 1 ek inousiti—, nu. Wei Dev ev 1 aye I D:KfjyNX6mvAVukxMbjixgkpz4RS4-pSnU Ognwl H_x?xXjzglO?Jos80ZLbMipL2XSLYy727 E 1-0-0 5-5-14 10-4-0 15-2-2 20-8-0 21-8-0 1-o-o 5-5-14 4-10-2 4-10-2 5-5-14 Scale = 1:37.2 4x6 = I 0 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-1-4 13-6-12 Zu-a-u 7-1-4 6-5-7 7-1-4 Plate Offsets (X Y)-- f2:0-2-0 Edqe) f6 0-2-0 Edqe) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.17 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 91 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=819/0-3-8, 6=819/0-3-8 Max Horz 2= 111(LC 11) Max Uplift2=-341(LC 10), 6=-341(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1419/551, 3-4=-1256/499, 4-5=-1256/500, 5-6=-1419/552 BOT CHORD 2-10=-527/1265, 9-10=-245/859, 8-9=-245/859, 6-8= 417/1265 WEBS 4-8=-196/434, 5-8= 271/277, 4-10= 195/434, 3-10=-271/276 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 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ILMEqs Design valid for use only with MITek(9 connectors. This design is based only upon parameters shown, and is for an Individual building component. not Ed tl a Was system. Before use, the twilding designer must verify the alK icability of design parameters and properly incogxxale this design into the overall !l1444 building design. Bracing indicated Is to prevent txickling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing MiTe k• is always required for stability and to prevent collapse with posstlAe peisonal injury and property damage. for general guidance regarding the fabrication, storage, delivery. erec Ton 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 T1 W P0131 Trus Common Supported Gable t 1 012 fJobReferenceofloral Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 10-4-0 10-4-0 4x6 = 640 s Aug 16 20i 7 MT T ek Industries, Inc. Wed Dec 20 15.36.00 2017 Faye I I D: KfjyN X6mvAV ukxMbjix9kpz4RS4-HfLsbVoZ3b6oc56vXYG FY W L4wP0?Krzzai H?t_y727D 10-4-0 1-0-0 Scale = 1:37.2 jo 3x4 = 23 22 21 20 19 18 17 16 15 14 3X4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 12 n/r 120 TCDL TO Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 12 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 98 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 20-8-0. lb) - Max Horz 2= 111(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20, 21, 22, 23, 17, 16, 15, 14, 12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=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 lb uplift at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek,15) connectors. This design is based only upon parameters shown, and Is tot an Individual building component, not " a truss system. Before ruse, the building designer must verify the applicabilily of design lxiranlelers and pxoperly incolporate this design into the overall Welk' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI elk` 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 systerns, 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 C Ply T72792763 W P0731 T2 Common 4 i 013 Job Reference (optional) Builders FirstSource, Tampa, . Plant City, Florida 33666 7 640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 20 15:36:01 2017 Page 1 I D: KfjyNX6mvAV ukxMbj ix9kpz4RS4-Iry EprpBquEf EFh55FnU4ktCbpFn3GB6pMOZOQy727C 1-0-0 5-5-14 10-4-0 15-2-2 20-8-0 1-0-0 5-5-14 4-10-2 4-10-2 5-5-14 pj, 3x4 = Scale = 1:35.8 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.07 7-9 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) 0.17 7-9 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.17 Horz(TL) 0.04 6 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. (lb/size) 6=764/0-3-8, 2=819/0-3-8 Max Horz2=120(LC 14) Max Uplift6=-302(LC 11), 2=-341(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1420/551, 3-4=-1258/499, 4-5=-1261/502, 5-6=-1423/554 BOT CHORD 2-9=-537/1267, 8-9=-255/861, 7-8=-255/861, 6-7= 439/1270 WEBS 4-7_ 198/437, 5-7=-273/278, 4-9=-195/434, 3-9=-272/276 PLATES GRIP MT20 244/190 Weight: 89 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-0-12 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. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 6=302, 2=341. 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 M11-7473 rev. 10/03/201S BEFORE USE. q® Design valid for use only with MiTekfD connectors. Ihis design is based only upon parameters shown, and is for an Individual building component. not C! n a truss system. Before use. the building desgrler must verity the applicability of design parameters and properly Incorporate this design into the overall fiB building design. Bracing indicated is to prevent txrckling 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 fabrlcation, storage. dellvery, erection and bracing of trusses and buss 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 Io Job Truss Type ty Ply T12792764 W P0131 T-, uss Roof Special Girder 1 i 7J.tb ference (optional) Builders FirsiSource, Tampa, Plant City. Florida 33566 7,640 s Aug 16 2017 MI I ek Industries, Inc. Wed Dec ZU 16:wue 2017 rage 1 I D: KfjyNX6mvAVukxMbj ix9kpz4RS4-E 1 TdOBgpbCM W s PG I ezljdxQHz Db2oYkF 1 Om6yty727B 1-0-0 5-5-14 10-4-0 13-8-0 17-4-0 21-0-0 24-2-2 28-0-0 29-0-o 1-00 5-5-14 4-10-2 3-4-0 3-8-0 3-8-0 3-2-2 3-9-14 1-0-0' 4x6 = 17 16 15 13 12 11 3x8 = 2x4 11 Sx8 = 7x10 = 3x8 = 16x12 = 2x4 II Scale = 1:52.4 3x12 MT20HS = 5-5-14 10-4-0 73-8-0 17-4-0 21-0-0 24-2-2 28-0-0 5-5-14 4-10-2 3-4-0 3-8-0 3-8-0 3-2-2 3-9-14 Plate Offsets (X Y)-- 15:0-5-4 0-2-81 [70-5-4 0-2-4] 19:0-6-0 0-1-5] (12:0-3-8 0-5-01 (14:0-5-0 0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Wet Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.34 13-15 >976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.63 13-15 >536 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 165 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 TOP CHORD Structural wood sheathing directly applied or 2-0-8 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-5-3 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 5-16 REACTIONS. (lb/size) 2=1565/0-3-8, 9=2478/0-3-8 Max Horz 2=-111(LC 13) Max Uplift2=-631(LC 8), 9=-1132(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3503/1345, 3-4=-3039/1278, 4-5=-3011/1265, 5-6=-5199/2342, 6-7=-5199/2342, 7-8=-5693/2579, 8-9= 5869/2640 BOT CHORD 2-17=-1258/3205, 16-17=-1258/3205, 15-16=-1890/4735, 14-15=-1888/4737, 13-14=-1888/4737, 12-13= 2277/5335, 11-12=-2360/5396, 9-11=-2360/5396 WEBS 3-16= 507/341, 4-16= 837/2059, 5-16=-2614/1242, 5-13=-448/708, 7-13=-503/598, 7-12= 903/2067 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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 lb uplift at joint(s) except Qt=lb) 2=631, 9=1132. 8) "Semi -rigid pitchbreaks including heels" Memberend 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) 96 lb down and 91 lb up at 21-0-0 on top chord, and 1558 lb down and 714 lb Lip at 20-9-8, and 266 lb down and 144 lb up at 21-0-0 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-4=-54, 4-5=-54, 5-7=-54, 7-10=-54, 2-9=-20 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. a 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 miss system. Before use, the building designer roust verify the applicability of design parameters and properly incorporate this design into the overall Is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' buildingdesign. Bracing indicated prevent of is always required for slahility 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. 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 T12792764 W P0131 T3 Roof Special Girder 1 1 1114 Job Reference (optional) builders 1-IrsIbource, I ampa, Flans Urry, Florida 33Sti6 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-39(B) 12— 1825(B) u4u s Aug it, ev, 1 / mi i ex rnausures, mc, vv ea vec ev i—D.uc cv i r rye c I D:KfjyNX6mvAVukxMbj ixgkpz4RS4-E 1 TdOBgpbCMW sPGI ezljdxQHzDb2oYk F10m6yty727B WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milekb) connectors. this design is based only upon parameters shown, and is for an individual building component, not -- a hur s system. Before use, the (wilding designer must verify the aplAicability of design fx:trameteis cord piopedy inaxlxxate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual Iruss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requited for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systerns, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avatlahle from Truss Plale Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply Tlolo T12792765 W P0131 T4 Roof Special 1 Reference (optional) Builders FirslSource, Tampa. Plant City. Florida 33566 7.640 s Aug 16 2017 MiTek Industries. Inc. Wed Dec 20 15:36:03 2017 Page t I D:KfjyNX6mvAVukxMbjixgkpz4RS4-iEO?EXgRMW UNTYrUCgpyA9yPBdtwX6gPGgVf UJy727A 1-D-0 5-5-14 10-4-0 11-8-0 19-0-0 23-2-2 28-0-0 29-0-01 r0-0! 5-5-14 4-10-2 1-4-0 7-4-0 4-2-2 4-9-14 71-0-0l 5x6 = 4x6 = 5x8 = 14 13 12 -- 10 3x4 % 2x4 11 5-5-14 10-4-0 6x8 = 3x4 = 010 MT20HS = 7-4-0 3x4 = 28-" Scale = 1:51.0 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.43 10-12 >774 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.76 10-12 >439 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 135 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 5-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1091/0-3-8, 8=1089/0-3-8 Max Horz 2=-111(LC 15) Max Uplift2=-407(LC 10), 8=-487(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1976/671, 3-4=-1814/742, 4-5=-1739l745, 5-6=-1649/684, 6-7=-18231797, 7- 8= 2059/953 BOT CHORD 2-14=-622/1771, 13-14=-622/1771, 12-13=-481/1674, 11-12=-563/1672, 10-11_ 563/1672, 8- 10=-787/1850 WEBS 5-12=-671/401, 6-10=-61/408, 4-13=-397/943, 3-13=-317/230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=407, 8= 487. 8) " 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. Design valid for use only with Milek connectors. This design is based only upon pararnelers shown, and is tot an individual building component, nol - _ a truss system. Before use, the Ixiilding designer must verify the cipplicabilify of design po ai neters and ixoperly incorr orate Hiis design into the overall EEE building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addifional temporary and permanent bracing MiTek" is always required for slalAilty 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. Safety Information available from Truss Plate Instilule. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Ply T12792766 W 0731 Truss Common 61 t Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mr I ek industries. Inc. wed uec 2l1 U:36:04 2u1 r rage 1 I D: KfjyNX6mvAV ukxMbj ix9kpz4 RS4-AQaN Rtr37pc D5iPgmOLBiMVg E 1 BAGa 1 YV K FD l ly7279 1-0-0 7-3-14 14-0-0 20-8-2 28-0-0 ,29-0-0, 1-0-0 7-3-14 6-8-2 6-8-2 7-3-14 1-0-0 5.00 F12 4x6 = Scale = 1:49.3 l 0 3x4 = 3x8 MT20HS = 3x4 = 3x6 — 3x6 = 9-6-10 18-5-6 28-0-0 9-6-10 8-10-13 9-6-10 Plate Offsets (X Y)-- (2 0-0-10 Edge) (8:0-0-10 Edgel LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.50 BC 0.79 WB 0.29 Matrix-M) DEFL. in (loc) I/defl Lid Vert(LL) -0.25 10-12 >999 240 Vert(TL) -0.50 10-12 >675 180 Horz(TL) 0.08 8 n/a n/a PLATES MT20 MT20HS Weight: 122 lb GRIP 244/190 187/143 FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/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=-1967/764, 3-4=-1737/676, 4-5=-1661/689, 5-6=-1661/690, 6-7=-1737/676, 7-8=-1967/765 BOT CHORD 2-12=-738/1755, 12-19=-340/1176, 11-19=-340/1176, 11-20— 340/1176, 10-20=-340/1176, 8-10=-592/1755 WEBS 5-10= 273/607, 7-10=-380/384, 5-12=-273/607, 3-12=-380/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C-C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=448, 8=448. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity 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 MilekO connectors. This design is based only upon Iarameters shown, and is for an individual building component. not - a truss system. Before use, the building deskgrrer must verify the applicability of design palorneters and lxoperly incorixxate Ihis 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 damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 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 T12792767 W Po131 V3 Valley 1 1 017 Job Reference (optional) Builders FirslSource, Tampa, Plant City. Florida 33566 a 0 2x4 a 3-1-8 7.640 s Aug 16 2017 MI I ek Industries. Inc. Wed Uec 20 15:36:04 201 t Vage 1 I D:KfjyNX6mvAVukxMbjix9kpz4RS4-AQaN Rtr37pcD5iPgmOLBiMVm_l Nj GeXYVKFD 1 ly7279 2x4 11 Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=82/3-0-14, 3=82/3-0-14 Max Horz 1=55(LC 9) Max Upliftl= 34(LC 10), 3=-45(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and Is for an Individual building component. not - - a 11Uss syslent. Before use, itle Ixutldirlg designer must verify the apdicabilily of design parameters alai properly incorporate this design into 11 le overall pbuildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilionat temporary and permanent bracing IYI ITek" Is always required for stability and to prevent collapse wtih possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qky Ply T12792768 WP0131 V5 Valley 1 1 kii; b Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 5-1-8 5-1-8 7.640 s Aug 16 2017 Mi I ek Industries. Inc. Wed Dec 20 15.36:04 2017 rage 1 I D:KfjyNX6mvAVukxMbj ix9kpz4RS4-AQaN Rtr37pcD5iPgmOLBiMVjg 1 KAGeXYV K FD 11y7279 2x4 11 2x4 i 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 7.0 Lumber DOL 1.25 BC 0.22 BCLL 0.0 Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014[TP12007 Matrix) DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Verl(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=156/5-0-14, 3=156/5-0-14 Max Horz 1=103(LC 7) Max Upliftl=-66(LC 10), 3= 86(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:14.1 Weight: 17 lb FT = 0 Structural wood sheathing directly applied or 5-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 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 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mih7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekJ connectors. This design is based only upon paramelers shown. and is for an Individual building component, not a lims system. Before use, the Ixillding designer must verify the apl icability of design 1:larameiers and properly incorporaie, this design into the overall qqbuildingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporarypermanentandranent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Easi Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully ernbed teeth. 0-Vie, For 4 x 2 orientation, locate plates 0-'/1b' from outside edge of truss. This symbol indicates the required direction of slots in connector [;dates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dirnension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1 : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY Base Cascade sA"FOR° En sneered Wood Products FP #18-286 g AR Ell - . S TER A P S P_ I FIMcMxl,Ilm10DRE fortproducts manufactured° in Alexandria [Lena], quisiana ESG 07/ 21/2014 R 08/ 04/2015 It's the SIMPLE FRAMING 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 jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM® Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they 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? 0 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. 0 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. 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. 0 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. UPI Product Profiles, BCI® Architectural Specifications ......... 3 VERSA -LAM® Products, Specifications, Allowable Holes..... 26 About Floor Performance, BCI® Residential Floor Span Tables, VERSA -LAM® Details, Multiple Member Connectors ........ 27 t One Hour Floor/Ceiling Assembly ........................ BCI®Floor Framing Details . . ............ 5 4 6 VERSA -LAM® Floor Load Tables (100%Load Duration) ......... 28 m LBCI®Joist Hole Location &Sizing, Large Rectangular Holes ... Sizing, Large Re 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 BCI® 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 2550 .. 32 BCI® Roof Load Tables ........................... 19 - 23 Computer Software: BC FRAMER®, BC CALC® ............ 33 BCI® Design Properties, BCI®Allowable Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34 35 I Boise Cascade Rimboard Products/Properties ............ 25 Lifetime Guarantee ........................... Back Cover Boise Cascade EVaP . Eastem Specifier Guide • 03;0412015 BCIJOiStS 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 1.82750 2.03100 1/i` i 1/2'I 9/" 9/: 91/2" 11/' 11'/, it I fI i I f 3/ I Z1 9/2 / 14" 4" 3/2' 3'/2to W ,%„/14/ /1 1414„ 16" 16" ! l to 116" to 7%" 24„ 16" 14 16" 16" 4 I - 771I I-- ---i I--- I I---- --I I-- ---I I--- 1% 11 2" 25/16" 29/1s" 25/16" 3'/2" 1'/2" 1'/," 31/2' 3W to 5'W 1'/2' 1'/." Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/z', 5'/." 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 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. joint at that junction. Boise Cascade EVVP • Eastern One ifier Gi de 08!04 V_,15 About Floor Performance Homeowner's expectations and opinions vary 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 not installed 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. THREE STAR*** FOUR STAR**** CAUTION' MINIMUM STIFFNESS CAUTION; ALLOWED BY CODE Live Load deflection limited to L/480: The Live Load deflection limited to L/960+; Live Load deflection limited to L/360: common industry and design community In addition to providing a floor that is 100% Floors that meet the minimum building standard for residential floorjoists, 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 91/2" and 11%" performance level for the more discriminating This table should only be used for applications deep joists without a direct -attached ceiling. homeowner. where floor performance is not a concern. BCI® Joist Joist 12" 16" 1 19.2" 1 24" 32" 12'. 16" 19.2" 1 24" 32" 12" 16" 19.2" 24" 32" Depth Series O.C. O.C. O.C. O.C. O.C. o.c. o.c. O.C. O.C. o.c. O.C. O.C. O.C. O.C. O.C. 4500s 1.8 16-1V I 15'-6"> I 14'-8"' 13'-7" I 1T-9" 11'-6" I 11'-6" I 10'-0" I 10'-0" 9'-7" 18'-9" 16-8" 15'-3" 13'-7" 11'-9" 5000s 1.8 17'-0" I 16-0" 15-2" 14'-l" I 12'-0" 11'-0" I 11'-0" I 1U-0" I 10'-0" I 9'-11" 19'-4" 17-9" 16-4" 14'-7" 12'-5" 9'/i' 6000s 1.8 18' 2": 164" . I 15'-8` I 14'-8" 13'-4" 11'-6" I 11'-0" I 10'-0" I 10'-0" 10'-0" 20'-2" 16-5" 17'-5" 16-9" 13-8" 6500s 1.8 18-8' .,.,I 17-1 "- 16-1" 15-0'.'... I 13-8' 11'-6" 11'=6" I 10'-0" 10'-0" I 101--0" 20'-8" 16-11" 17'-10" 16-7" 14-3" 4500s 1.8 20'-0" 18'-4" 17'-3" I 15'-5" 13'-4" 15'-6" 14'-3" I 13'-5" 12'-6" I 114" 21'-10" 18'-11" 17'-3" 15-5" 1T-4" 5000s 1.8 20'-9 19-0' 17-11" 16-7; I 13'-4"- 16 6" I 14'-T 13'-11" 12'-11"' 11--9" 2S0" 20'-4" 18'-0" 16-7" 13'-4" 6000s 1.8 21'-7" 19'-8" I 18'-7" 17-4" - I 14-10" 15'-0" 16-4" 14'-5" 13-5". I 12'-1" 23'-10" 21'-10" 20'-0" 1T-11" 14-10" 6500s 1.8 22'-2" 20'-3" I 19'-2" . I 17-10" 14'-10" 16-0" I 15'-10" 14'-11" 13'-10" I 12'-7" 24-6" 22'-5" 21'-l" 16-10" 14'-10" 60s 2.0 23'-7" :' 21'-0" , I 20-4 I 16-11"' 16-4 18--0" 16-9" I 15-9" 14-8" 13'-3" 26-1" 23'-10" 22'-0" 21'-0" 16-4" 90s 2.0 26-7" ' 24-3": I 22'-10" 21'-0" 19'-4" 19--0" I 16-10" I 17'-8" I 16-5" I 14-10" 29'-5" 26'-10" 25-3" 23'-0" 19'-4" 4500s 1.8 22'-9" I 20'-7" I 18'-9" 16'-9" 13'-11+' 17'-10" 16-3" 154" I 14'-3" I 13'-0" 2T-10" 20'-7" 18'4" 16'-9" 1IT-11" 5000sl. 8 23'-7" 21'-7" 20'-2 18-0' 1T-1V' 18'-6" I 16-10" 16-11" 14'-Y' I 13'-5" 26-7" 22'-1" 20'-2" 18'--0" 13'-11" 6000s 1.8 24'-6" 22'.-5" 21'-2" I 19'-0" 16-5" 19'-2" 17'-6" 16' 6" I 15'-4" 1S-11" 27--1" 23'-11" 21'-10" 19'--6" 16-5" 14" 6500s 1.8 26-2" 23'-0' I 21'-B" ; I 20'-2" I 16-5" 19'-0" 17'-11" 16-11" I 15'--8" I 14'-3" 27'-9" 25-2" 22'-11" 20'-0" 15'-5" 60s 2.0 26'-9" ' 24'-5" 23'-0", 21'-5" I 16-4" 20'-11" I 19'-0" 17'-11" 16'-7" 16-1" 29'-7" 27'4" 25-0" 21'-10" 16-4" 90s 2.0 W-t" 127'-5" 126-10" I 24-0" 19'-0" 23'-0" 121'-,4" 20'-0" I 16-6" I 16-9" 1 33'-3" 30'-4" 28'-7" 26-0" 19'-0" 4500s 1.8 25'-2";-I 22'-0" 20'-1"', 117' 11"„' 14'-1".'1 19'4" I 18'-0" 17'-0" 15'-10" 14'-1". 25'-5" 22'-0" 20'-l" 1T-11" 14'-1" 6000s 1.8 2T-0" I 24-9"' 23'-4" ` 20'-10" I 16-9" 21'-2" I 19'-4" I 18'-2" I 16-11" 16-4" 29'-0" 26-6" 23'-4" 20'-10" 16-9" 16" 6500s 1.8 2T-9" 26-4" I 23--11". ( 21'-1" 15'-9" 21'-9" I 19'-9" 16-8" I 1T-4" I 16-8" 30'-0" 26-11" 24'-0" 21'-l" 16-9" 60s 2.0 29-T r< ( 27-0" 25-0" ( 2V-10" 16-4" 23'-2" I 21'-1" I 19'-10". 18'-5" I 16-4"' 32'-8" 29'-10" 27'-4" 21'-10" I 16-4" 90s 2.0 33'-4" ° ( W-4" 26-7" I 26'-2'' 19'-7" 260" ( 23'-7" I 22'-2" 20'-6" 18'-7" 36-10" 33'-7" 31'-8" 26-2" I 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 -'/8" plywood/OSB). Span values represent the most restrictive of simple or multiple span appli- cations. Analyze multiple span joists with BC CALC® sizing software if the length of any span is less than half the length of an adjacent span. Span values are the maximum allowable clear distance between supports. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches and less. Floor tile will increase dead load and may require specific deflection limits, contact Boise Cascade EWP Engineering for further information. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® sizing software. Shaded values do not satisfy the requirements of the North Carolina State Building Code. Refer to the THREE STAR table when spans exceed 20 feet) O n. e- H o u rF i.r_e.Re s i s t irVe-A a m w.: _ 4. 1 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. ICC ESR 1336 FIRE ASSEMBLY COMPONENTS 1. Min. 23/32" thick tongue and groove sheathing (exterior glue), installed with long edge perpendicular to joist length, staggered one joist spacing with adjacent sheets, and glued to joists with construction adhesive. 2. BCI® Joists at 24" o.c. or less. 3. Two layers W Type X or two layers %" Type C gypsum board, installed per Figures 2 or 3 of ICC ESR 1336. SOUND ASSEMBLY COMPONENTS When constructed with resilient channels Add carpet & pad to fire assembly: STC=54 IIC=68 or Add 3'%" glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum %" sheathing STC=61 IIC=50 and 9'/ 2" glass fiber insulation to fire assembly: Boise Cascade BVVP • `'as'ern Spe: fier Guide * 08/04/2r 1.` NOTE 000 • 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 BCIO floor systems. 00 BCI® rim joist. See page 6. e BOISE CASCADE® Rii See pages 6 and 25. For load bearing cantilever details, see page BCI® 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 -LAM®, ALLJOIST11, and BCI8 Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM', ALLJOIST" and BCI11 Joists are intended only for applications VERSA -LAM® header or an BCI® header. 11h" knockout holes at approximately 12" o.c. are pre -punched. See page 7 for allowable hole sizes and location. VERSA -LAM® LVL beam. Endwall blocking as required per governing building code. 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 BCI11 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 HANGERS, BCI® RIM JOISTS, RIM BOARDS, BCI® BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within '% inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI® Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI® joists in the flat direction. VERSA -LAM® is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Boise Cascade EWP • Eastern Specifier G_ ice, • 08/04i2_015 Additional floor framing details available with BC FRAMER® software BCI® BCI® Joist rim joist. blocking. Dimension lumber 8u,V Ca is not suitable for Nail Boise Bpi use as rimboard d0 to Cascade with BCI°Joists. Rimboard to BCI® Joists with Dimension lumber is not Blocking may be required 8d nail into suitable for use as rim perpendicular to wall, _ consult design professionaleachflange. board w th BCI Joists. of record and/or local building official. Use of BCI rimjoist requires 2x6 g wall for minimum joist bearing. BOISE CASCADE® Top Flange or Face ipbearing e 8d nail Rimboard Mount Joist Hanger h side at Solid block ® ` Note: BCI floor all posts joist must be I I from above designed to carry I F+—JA/z minimum bearing to bearing wall above when I I length (13/4" required for below. not stacked over 18" and deeperjoists) - -,. wall below. VERSA -LAM® To limit splitting flange, start nails at least :LYY' Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. BCI® Joist Slope Cut Reinforcement ter_ notaa h.l ro Mro n iein i all l,ahm For load bearing wall above stacked over wall below). Blocking may be required at intermediate bearingsfor floor diaphragm per IRC in high seismic areas, consult local building official. r , Load bearing Double Squash Block Vertical Load bfft shear/reaction value to cut end of BCI®joist. BCI® Joist shall not be used as a collar or rafter tension tie. ll2x6min. rafter. Rafter sh orbesupuppersupportedbesupportedbyridgebeabmidgebpa 6 12 ttn„ Joist Spacing [in] Size 12 16 19.219.2 24 2x4 4463 3347 2231 2.6 7013 5259 4383 3506 wall above _-- ____-- ' mini max. 1A611 (stacked over 1. Squash blocks are to be in full contact _ BCh t wall below) with upperfloor and lowerwall plate. Heel depth BCI®Joist Depth# _ ..,_._e 2. Capacities shownareforadoubleblocking. squash blocks at each joist, SPFor table2xblock. better. below) 1 7 _ 2x blocking required at bearing (not shown for clarity). Backer block ® 21 minimum 12" DOUble BCI OISt min. plywood/OSB rated sheathing as reinforcement gym., Sheathing or Install reinforcement with face grain horizontal. Install on wide). Nail with CO ri n eCt l0 r1 rimboard both sides of thejoist, tightto bottom flange. Leave Joist 10-10d nails. Filler Block closure minimum 1b° gap between reinforcement and bottom of Hanger -' (see chart below) top flange. Apply construction adhesive to contact s .., BCI® Joist surfaces and fasten with 3 rows of min. 10d box nails at 4 tKa k blocking 6" o.c. Alternate nailing from each side and clinch. required for Filler block. Nail with 10- 10d nails. Backer block required where top flange joist hanger load exceeds 250lbs. Install tiehttotooflange. Web -Filler "°'-, Nailing 12" on -center Connection valid for all - applications. Contact Boise Cascade EWP Engineering for snecificconditions- cantilever. For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered in all cantilever designs. End Wall Bearin Minimum Heel Depth Roof Pitch 6/12 7112 8/12 9/12 1 10/12 1 12/12 2 x 4 4 % " 41/s' 41/." 41/." 41/4" 41/4" 2 x 6 33/e" 33/1e" 52A6" 2W 92/s" 1 21/4" LATERAL SUPPORT BCI® Joists shall be laterally supported at the ends with hangers, rimboard, BCI® rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. MINIMUM BEARING LENGTH FOR BCI® JOISTS Minimum end bearing: 11h" for all BCI®Joists. 3W is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Referto the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS BCI® rimjoist, rim board or closure panel to BCI®joist: Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI® 6500s/90s rim joist: Toe -nail top flange to rim 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 oisttosupport: 2- d nails, one on each side of the web, Vaced 1% inches minimum from the end ofthe BCI Joistto limit splitting. Sheathingto BCI®joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" 0.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(i)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer sPacingthan IRC. Maximum bracing spacingg for full lateral stability® 18" for BCI® 4500s & 5012, 24" for larger BCI joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into thejoist Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series BackerBlo6kThickness FillerBldckThickoess 4500s or a/4" Two 1/s" wood panels or 1.8 wood panels 2x 5000s 3/4" or %" I Two 3/4" wood panels or 1.8 wood panels 2 x 6000s 11/s" or two 1h" 2 x +'h6" or 1.8 wood panels 1h" wood panel 6500s 111s" or two %" 2x +%" or 1.8 wood panels 3/4" wood panel 60s2.0 11/a" or two 1h" 2x +'46" or wood anels wood panel 90s2.0 2x_lumber Double 2x_lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus 1/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI® JOISTS FROM THE WEATHER BCII Joists are intended only for applications that provide permanent protection front the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI® RIM JOISTS AND BLOCKING Verbcal Load Capacity' WO Depth in] Series: No W.S.t1l' W.S.rn 91h„ 4500s 1.8, 5000s 1.8, 2300 N/A6000s1.8 6500s 1.8 4500s 1.8, 5000s 1.8, 2150 N/A 117/6" 6000s 1.8 6500s 1.8 60s 2.0, 90s 2.0 2500 N/A 4500s 1.8, 5000s 1.8, 2000 N/A 1411 6000s 1.8 6500S 1.8 60s 2.0, 90s 2.0 2400 N/A 4500s 1.8, 6000s 1.8, 1900 2500 16" 6500s 1.8 60s 2.0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable Boise Cascade EWP • Eastem Spe-i*ler Guide - 08/04/2015 BCI® Joists are manufactured with 1'/z" round perforated knockouts in the web at approximately 12" on center Minimum spacing = 2x greatest dimension D of largest hole (knockouts exempt) D see table below) I I I (see table below) e i0••i • 'r'. P• Jf 9'......VS....• Neee i No holes (except knockouts) A i%" round hole may be allowed in bearing zones cut anywhere in the web. Provide at least 3" of clearance from other holes. Do not cut holes larger than IVY round in cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than 1'/" o Round Hole Diameter[In] 2'.' 3 I', 4 5 6 6%i.; 7 8 8%a 9 ; 10 .-') , 11. " 12 13, Rectangular Hole Side 3 5" 6 7in n e 1'-0" 1'-1" 1'-5" 2'-l" 2'-9" 3'-1" i 3'-5" Y 9'/2" Span 12 1'-0" 1'-2" 2'-2" 3'-2" 4'-2" 4'-8" 5'-2" Joist 16 1'-0" 1' 7" 12'-11" 4'-3" 5'-7" 6'-3" 6'-11" j Round Hole Diameter [in] 2 3 "1 4 5 6 6'h--- 7 8 878 9 - 10 "' 11 ; -12 13, Rectangular Hole Side 2 3 4 5 7 8 8 1'-0" 1 1" 1' 5" 1'-10" 2'-4" 2'-7" 2'-10" 3'-4" 3'-9" Any Span 12 1' 0" 1 -4" 1 2' l" 2' 10" 3'-7 3'-11" 4'-3" 5'-0" 5'-8" Joist 16 1-0" 1-10"2-10" 3-9" 4'-9' 5'-3" 5'-9" I6'-9" I 7-T' 20 1-1 2'-3 4'-9" 5'-11" 6' 7" L17'-2" 8'-5" 9'-6" Round Hole Diameter [in] 2 3 4 5 6 16'/2 I 7 8 1 8% 9 10 ( 11 ( 12 13 Rectan ular Hole Side 2 3 1 3'-5 6 6 8 9? rLl— 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'-11" 3'-4"- 3' 8' L Any 12 1'-0" 1'-1" 1`-3" 1'-10" 2'-6" 2'-10" 3'-1" 3'-9" 4'-3" 4'-4" 5'-0" 5-7" 14"I Span 116 1'-0" 1'-1" 1'-8" 1 2' 6" 3'-4" 3' 9" 42 6-0" 5 8" 5'-10' 6 8" 7'-5" Joist r 20 1'-01, 1'-11, 2'-1" 3'-2" 4'-2" 4'-8" 6-2 6'-3" 7'-2" 7'-3" 8'-4" 9'-4" 24 1'-0" 1 4 i 2 6 3'-9" 5'-0" 5'-8" 6 -3" 7 6" 8'-7" 8'-9" 10 0 ' 11 2 ' L- Round Hole Diameter [in] 2 3 4 5 6 6'/z 7 8 8% 9 10 11 12 13 Rectangular Hole Side 2 3 5 5 6 8 9 10 n 8 : 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 1'-11" 2'-0" 2'-5" 2'-9" 3'-2" 3'-7" 12 1 0 1 1 - 1 2' 1'-2 1'-3" 1'-6" 1 10" 2'-5" 2'-11 3'-0" 3 -T' 4 2" 4 9 5'-4" Any 16" Span [ ft] - 16 1'-01 1" 1" 2 1'-2' 1'-8' 2'-1" 2 6" 3' 3" 3'-11 4'-0" 4'-10" 5'-7" 6 4' 7'-2" Joist 20 1'-0" 1'-1" ! 1'-2" 1'-2" 2'-1" 2'-7" 3'-1" 4'-l" 4'-11" 5'-1" 6'-0" 7'-0" 8'-0" 8'-11" 24 1'-0" . 1'-1" 1'-2" 1'-4" 2'-6 3'-1" 3'-9" ;4-11" 5-11 6'-l" 7'-3" 8 5" 9'-7" 10'-9" DO NOT cut or notch "t flange N DO cut in web area as specified o F Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter ( or longest side) of the largest hole. 1 / T 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 1/2' 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. s Large;_ Rectangular Holes.in._BCI°_J.oists--_ - Hole size table based on maximum uniform load of 40 psf live load and 10 psf dead load, at maximum spacing of 24" on -center. Single Span Joist See Max Hole Size on j hole rChartforJoistDepth hjoistspan-------- / — Minimum 2x diameter/ width of largest hole O W Simple Span Joist 6'-0'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 < Eastem Specifier ( ulde • 08ro41201.5 Maximum Hole size Joist Simple Multiple -' Depth Span Span 9/ z" 6" x 14" 6" x 12" 11 / e" 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" Multiple Span Joist hole _ See Max Hole Size on r{ hole h oist Chart for Joist De th .-ih pjoist .--J-r p - Span S an I — Multiple Span Joist 12'-0' Min I Multiple Span Joist 12'-0' Min Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. t o E rn y o ° X rn Roof Total Load [ sf 35 45 55 Joist S acin in 16 119.2124 116 19.2 24 1 16 119.2124 24 0 0 0; 0 0 X 0 1 X X 26 0 0 0 j 0 0 X 0 X X 28 0 0 X 0 X X X X X m: 30 0 0 X i_0 X X XIX X y 32 0 0 X 0 X X X X X 0 34 0 0 X 1 0 X X X X X_ 36 0 X XjX X X X I X X 38 0 X X j X X X X X X 40 0 X X( X X X X X X 42 0 X X j X X X X I X X 24 0 0 0 1 .0 0 X 0 I X_I X 26 0 0 0 1 0 0 I X 0 X I X 28 0 0 1` 0 X X X X X m 30 0 0 1 0 X X X IX X o 32 0 0 X '" 0 X X X X X o: 34 0 j 0 X X X X X X X 36 0 0 X X X X X X X 0 X' X X X X X X X 0 X' X' X X X X X X 0 0 0: 0 0 0 0 I X X 0 0 0 0 0 X 0 X X 0 0 00 0[X XjX X000l00XXXX 0 0 0 0 X X X- X Xf- 4 0 0X0 X X XIX X 0 0 X 0 X j X X X X X X 010 X j X X X X X X 0 0 0 0 0 0 0! 0 X 0 0 0 0 0 0 0 X X 0 0 0 0 0 0 0 X 0 D 0 0 0 X 0! X X 00 32 0.1 0 0 0 0 X 0 X X 34 0 0 0 O X X X X X 36 0 1 0 X j 0 X X X X X 3 0 0 X 0 X X X X X 40 0 0 X 0 XIX X X X 24 0 1 0 1 0 0 0 1 WS 0 0 X 26 0 0 0 0 0 1 WS 0 0 X 28 0 0 0 1 0 0 X 0 WS X a? 30 0 0 0 0 0 X 0 WS X m 32 0 0 WS 1 0 0 X 0 1 X X 0 34 0 1 0 WS 0 0 X 0 X X 0 0 WS 10 WS X 0 X X 38 0 0 X` 0 X X X, X X 40 0 0 X, 0 X X X X X 42 0 0 X I O X X X X X 24 0 1 0 0 1 0 0! WS 0 1 0 1 26 0 0 0 0 0 WS 0 0 1 28 0! 0 0 0_ 0 1 WS 0 0 X 30 O j 0 WS0 0 1 0 0 X 0 32 0 0 WS; 0 0 1 0 1 1 X o 34 0 WS' 0 WS X 0 X X 36 0 0 0 WS= 0 WS X O 1 X X 38 0 1 0 ;WSJ 0 WS X X X X 40 0, 0 I 1 0 11X XjX X 24 0 0 0 1 0 0 1 0 0! 0 WS 26 0 0 0 10 0 0 0 1 m 28 0 0 0 0 2- Lo-_j 0' IWSJ 0 0 1 30 0 0 0 0 0 WS 0 0 X o-' 32 o i 0 0 0 0' 1 0 WS X o: 34 O( 0 WS 10 0 1 0 11 X 36 0 0 WS O 0 1 0, X X 38 0 0 WS 0 0! X 0 X X 40 0 0 1 0 WS I X X X X 6JV1 VV1.7 L.7 O c_ Zii Vl y _ t- C o m O Roof Total Load [psf 35 45 55 Joist S acin in 16 19.2 24 1 16 19.2 24 16 19.2 24 24 0 0 0 1 0 0 0 0 0! 1 26 0 0 0 0 0 0 0 0 X 28 0 0 0 0 0 0 0 0 X m 30 0 0- 0 0 0 1 0 0 X 0 32 0 0 0 0 0 1 0 0 X 34 0 0 0 0 0 X 0 1 X m. 36 0 0 0 0 0 X 0 1 X 38 0 0 0 0 0 X 0 1( X 40 0 0 1 0 0 X j 0 X j X 24 0 0 0 0 0 1 0 0 1 0 1 26 0 0. 0 0 0 0-. 0 1 0 1 28 0( 0 0 0 0 WS 0 0 X o.. 30 0 0 0 0 0 1 0 0 X 32 0 0 0 0 0 1 0 1 X m. i 34 0 0 0 0 0 X 0 1 X 36 0 0 WS 0 0 X 0 1 X 38 0 0 1 0 0 X 0 1 X 40 0 0 1 0 1 X 1 X X 24 0 0 0 1 0 0 0 1 0 1 0 0 26 0 0 0 1 0 0 0 0 1 0 0 C 28 30 0 0 0 0 0 0 0 0 0 0 0 0 0 6 1 0 0 0 6 0 32 0 0 0 0 0 0 0 o f 0 rn 34 0 0 0 0 0 0 0 0 1 36 0 0 0 0 0 0 0 0 1 38 0 j 0 j 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 i 2 24 0 0 0! 0! 0 0 j 0 0 1 WS 26 0 0 0 0' 0 WS 0 0 WS 28 0 0 0 0 0 WS i 0 0 1 m 30 0 0 0 0 0 WS 0 WS 1 X y' 32 0 0 0 0 0 WS 0 WS X o 34 0 0 WS 0. 0 1 o WI J X v 36 0 0 WS 0 0 X 0 WS ` X 38 40 0 0 0 0 WS WS 0 0 WS WS X X 0 WS X X X X 42 0 0 1 WS 0 WS X I WS X 4 X 24 26 28 O 0 0 1 0 0 0 j 0 0 0 0 0 0 0 0 1D WS WS WS 0 0 0 0' WS 0 1 WS WS 1 0 30 0 0 WSJ 0! 0 WS 0 WSJ 1 o 32 0 0 WS 0 1 0 WS 0 WS I, 2 34 0 O 1 WS O j WS 1 0 WS' X 36 0 0 WS 0 WS 1 0 WS X 38 0 0 WS 0 WS 1 1 WS 1 X 40 0 0 WS 0 WS 2 WS 1 24 0 0 0 0 0 0 i 0 0 :WS 26 0 0 0 0 0 0 0 o WS oo < 28 30 0 0 0 0 0 0 0 0 0 0 WS WSJ 1 0 0 0 WS 0 1 o o 32 34 36 38 0 0 0 0 0 0 0 0 0 0 WS WS 0( 0 0 j 0 0 0 0 0 WS 1 Psi WS 1110 0 0 0 W S1` 1 AS! 1 WS; 1 1: 2 40 0 1 0 WS 0 WS 1 1 0 1` 2 24 26 0 0 0 0 0 I 0 0 j 0 1 o 0 0 0 0 1 0 0 IWS 0 WS 28 0 0 0 0 0 WSj 0 O (WS m 30 0 0 0 0 0 WS 10 0 I 1 o . 32 0 _ 0' 0 0 0 WS' 0 WS1 34 0 0 0 0 0 WS 0 WS! 2 m 36 0 0 WS 0 0 WS i 0 WS' 2 38 40 0 0 0 0 IWS WS 0) 0 WS 1 1 0 0 1 2 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC® software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC® software. Roof Total Load psf) 35 45 55 Joist S acin in N — o O 16 19.2 24 16 119.2 24 16 19.2124 24 0 010 01 0 0 0 0 WS 26 0 0 0 0 0 0 0 WS 28 D 0 0 0 0 0 0 o WS c 30 0 0 0 0 j 0 WS 0 0 1 32 0 0 1 0 0 j 0 WS 0 0 1 to 34 0 0 1 0 O O WS D 0 1 36 0 0 1 0 0 0 WS 0 WS 2 38 0 0 0 0) 0 1 0 WS X 40 0 0 WS 0 0 1 0 1 X 24 0 0 1 0 0 1 0 0 0 1 0 0 26 0 0 1 0 0 0 0 0 0 0 28 0 0 r 0 0 0 0 0 0 r 0- 0 N 30 0 0 0 0 1 0 0 0 0 0 N 32 0 0 T 0 0 0 0 0 0 0 m 34 0 0 0 0 1 0 0 0 0 WS 36 0 0 1 0 0 0 0 0 0 1 38 0 0 1 0 0 0 0 0 0 1 40 0 0 0 o j 0 0 0 0 1 24 0 0 0 0 01 0 0---0 WS 264000001WS 1 0 0 jWS 28 0 0, 0 0 0 I WS 0 011— fj WS m 30 0 0 0 0- 0 i WS 0 WS WS N 32 0 O i 0 0' 0 jWSS 0 jWS 1 0 v 34 0 0 1 WS WS 0- 0 WS i 0 WS X_ 36 0 0 0 0_' WS 0 WS TWs- F X 38 0 O I WS 0 WSt 10 X 40 0 0 i WS 0 I WS 111 WS WS l X 42 0 0 1 WS 0 jWSI X IWS 1 1 X 24 0 0 0 0 1 0 1 0 0; 0 WS 26 0 0' 0 o i 0 0 WS 0 0 WS m 0 28 300 0 0 0 0_ 0 0 0; 0 0 0, WS 1 0 1 0 0 1 0 WS WS 0 32 34 0 0 1 0 0 0 0 0 WS 0. 0 WS 10- WS 0 WS WS 1 ID 136 380 0 0 WS 0 1 WS 0 0 IWS 0 0 WS 0 ! WSJ 0 WS 1 2 40 0 0 WS 0 WS j WS 0 1 WS 2 24 0 0 1 0 0 0 1 0 0 1 0 1 WS 26 0 0' 0 0 l 0 i 0 0 0 WS m 28 0 0 0 0 0- WS 0 0 IWS io 30 0 0! 0 0 j 0 !WS I 0! 0 1WS o 0 0 0 0 ''. OWSI O WSWS 1 vmi 32 34 1 0 0 0 0 1µ0 IyWSL 0 WSW 1' 36 0 0WS 0 0! WS 1 0 WS 2 38 0 0 0 j 0 WS 0 WS 2 40 0 WS- 0WS0 WS I WS 10 IWS 2 N 24 26 28 30 0 0 0 0 0 0 0 1 0 0 0 0 i_ 0 0 1 0 0 1 0 0 0 0 ~ 0 1 0 0 0 WS 0' 0 0 1 01 0 1 0 0 j 0 1 WS WS I WS 1 WS N 32 i 0 0 0 0 1 0 i WS 0 0' WS m 34 0 0 1 0 0 0 WS j 0 !WS WS 36 0 0 1 0 0 0 WS' 0 IW_S 1 38 0- 0 0 1 0 WS 0 rWs j 1 40 0 0 IWS 0 1 0 jWS 0 jWS 1 24' 0 0 0 O 1 0 1 0 0 1 0 0 26 23 0 0 0 0 0 0 0 j 0 0 0 0 0 0 0 0 0 0 0 0 m 30 32 0 0 0. 0 0 0 0 04 0 0 0 0 0 i 0 0 10 1 0 m 34 0 0 1 0 0 0 ;WS 36 0 o j 0 j00 o i o 0 38 0 40 0 0 0 O 1 0 0 O j 0 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinoorcers X .... Use Deeper Joists or Closer Spacing Bowe Cascade EWP - Eastern Specifier Guice: • 08/041)015 PLYWOOD / OSB REINFORCEMENT If Required per Table on page 8) 23/32" Min. x 48" long plywood / OSB rated sheathing must match the full depth of the BCI® Joist. Nail to the BCI® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. When reinforcing both sides, stagger nails to limit splitting. Install with horizontal face grain. The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with The tables and details on pages 8 and 9 indicate the loading that exceeds the loads s®own type of reinforcements, if any, that are required for load- shall be analyzed with BC CALC 2'-0" Backer block 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 may be allowable without reinforcement. Analyze may be required for other loadings, Uplift on back span shall be specific applications with the BC CALCO software. see BC CALC® software. considered in all cantilever designs 23/32" min. plywood/OSB or rimboard closure. Nail with 8d nail into each flange. \ N.on-Loa.d Beaf.ing..Wall Cantil,eve.r Details..___-_---.-._______ BCI® Joists are intended only for applications that Fasten the 2x8 minimum to the BCI® Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI® 90s 2.0 joists. Clinch all nails. BCI®Joist blocking Wood Structural Wood backer block 2z Closure Panel Closure Seepage 6 of Eastern 2x8 minimum Specifier Guide BCI Joist U oc mg Drywall Ceiling or Section View Wood Structural Back Span Maximum Panel Soffit Minimum 11/2Times 1/3 Back Span Cantilever Length Not to exceed 4'-0" Back Span Maximum 33'z" min.—. These details apply to cantilevers with uniform loads only. bearing s Back Span It may be possible to exceed the limitations of these details by analyzing not too e-0zceed a specific application with the BC CALC® software. Stiffe,ne.r R.equirem.ents See WebStiffener Small Gap: Nail in kk min., max. Scbed ole Webchart Stiffener ., 2" min. Width 4" max. Gap ClinchNails 2" min. 4" max. Tight Fit Web Stiffener required when i corated load exceeds 1000lbs Web stiffeners applied to both sides of the joist web For 7SeriesLateral Structural Capacity Restraint Minimum Min. Thick) in Hanger Widths. 26/4' 5000s 1.8 W, 2'/16' 6000s 1.8 26/16" 6500s 1.8 3/." 1" or 1'W 26/16" 60s 2.0 W, 2s/4' 9os 2.0 2x4 lumber (vertical) NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI° Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer' s installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCI® 90s only). For Structural Capacity: Web stiffeners needed to increase the BCI° Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e. g., BCI° 6500s, double ''/? panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI® Design Properties on page 24 or the BC CALC° software. e BCI® Joist Series Joist Depth e - e - Bearing Location End Intermediate 4500s 1.8 9'/ 2" 2-8d 2-8d 117/ 8' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5000s . 1.8 9' 1/2" 2-8d 2-8d 117/ 8' 2-8d 3-8d 14 2-8d 5-8d 6000s 1.8 9'/" 2-8d 2-8d_ 11% 11 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 5500s 1.8 9% 2' 2-8d 2-8d 11% 11 2-8d 3-8d 14' i 2-8d 5-8d _ 161. 2-8d 6-8d 60s 2.0 117/ 8' 2-8d 3-8d 14" 2-8d 5-8d _ 16" 2-8d 6-8d 90s 2.0 I M, 3-16d 3-16d 14" 5-16d 5-16d 16" 6-16d 6-164 Boise Cascade EVt4' - Eastern Specifier Guide - 03!04I2015 Allowable Uniform Floor Load in pounds per lineal foot (PLF]) BCI° 4500s 1.8 Series 13/4 Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9'/" BCI® 4500s 1.8 i l %" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 91/" BCI® 5000s 1.8 I M BCI® 5000s 1.8 14" BCI® 5000s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 280 300 313 316 280 300 313 7 240 257 268 271 240 257 268 8 210 225 235 237 210 225 235 9 186 200 208 211 186 200 208 10 147 168 180 188 190 163 168 180 188 11 113 152 163 170 172 126 152 163 170 12 89 131 144 150 156 158 99 140 150 156 13 71 111 115 138 144 146 79 128 129 138 144 14 57 96 94 123 134 135 64 111 105 128 134 15 47 83 77 107 112 125 126 53 96 86 120 125 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 99 105 111 61 96 88 110 18 46 74 67 88 89 100 51 86 75 101 19 57 79 76 90 44 77 64 91 20 49 71 66 81 55 82 21 43 65 57 74 48 74 22 1 1 1 50 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or Table values do not consider composite action from deflection equal to L/240. gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Total Load values assume minimum bearing lengths Load values by 1.33 and 0.50 respectively. without web stiffeners for joist depths of 16 inches and less. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the For assistance with floor design, consult the section Total Load value will control. About Floor Performance on page 4. Table values apply to either simple or multiple span 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. 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 E'.,P • Eastern Spf edfier Guise • 03 0- 2015 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI° 6000s 1.8 Series 2'/16" Flange Width BCI° 8500s 1.8 Series 2'/16" Flange Width 91/" BCI16000s 1.8 l l %,, BCI16000s 1.8 14" BCI® 6000s 1.8 1611 BCI® 6000s 1.8 9%' BCI® 6500s 1:8 11 %11 BCI® 6500s 1.8 1411 BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load I Total Load Live Load Total Load Live Load Total Load. Live Load Total Load' 6 320 333 346 353 320. 333 j 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240: 250 i 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 212 11 141 174 181 189 192 153 174, 181 189 192 12 112 160 166 173 176 121 160 166- 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 130 132 54 109 89 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 117 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 518 69 96 23 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Bois,, Cascade EVVP - Eastem Specifier `3uide - 08104.%20- Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI° 60s 2.0 Series BCI° Ns 2 0 Series 25/16" Flange Width 3'/2" Flange Width I M, BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/8' BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total j Load Live Load Total Load 7Loiad Total Load Live Load Total Load Live Total Load Load 6 366 366 366 450 453 456 7 314 314 314 385 388 I 391 8 275 275 275 337 - 340 342 9 244 244 244 300 302 v - ( 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 9 207 209 210 14 155 157 157 157 192 194 195 15 128 146 j 146 j 146 180 181 I 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 77 122 110 1 122 1 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 22 50 43 100 87 72 j 63 104 100 95 84 104 100 72 63 128 122 102 90 129 123 130 119 124 23 55 95 74 95 56 112 79 118 105 j 119 24 49 91 65 91 49 99 70 113 94 114 i 25 26 43 87 58 52 88 84 44 A 88 63 56 108 104 839 75 105 27 28 47 42 81 78 50 45 100 91 67 101 61 97 29 41 82 55 94 30 50 91 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EvWP • Easiem Spe;ifier Guide • 08/C4 2015 R06 FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I /. I Blocking not shown ' I for clarity. SAFETY WARNING BCI° Rafters Structural ridge VERSA -LAM® or load -bearing wall required. Blocking or other lateral support required at end supports. When installing Boise Cascade EWP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding wood treatment. BCI® Rafter Header Multiple BCI° Rafters may be required. DO NOT ALLOW WORKERS ON BCIm 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 first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCI® Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCI® Joist shall not be used as collar/tension tie. Roof rafter shall be supported by ridge beam or other upper bearing support. Continuous floor sheathing or ix4 Nailer @ Max.4'-0" o.c. 2'-0" o.c. or BCI° 4500s) 3'-0" o.c. or BCI° 5000s) FIlA lnimum Heel Depth See table at right) 12 Min. Rafter Strut 9-/i" .117%"-or 14" 4500s/5000s/6o00s/6 mg lolst @ 24 o c. Maxln 334" Minimum Bearing 2x4 Wall) Each End Web Filler Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf 2X Blocking Maximum Span Lengths Without Roof Loads 91/2' BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" 11W BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI6 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist Depth End Wall 2 x 4 2 x 6 9'/2' 21/2' 1'/2' 11%" 31,6" 2'IS' 14" 41/2' 31/2' 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 -1Old (3" long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI® Joist at beveled ends. Nail roof rafter to BCI® Joist per building code requirements for ceiling joist to roof rafter connection. Boise Cascade EWP " Eastern Spec tier Glide - C8 0402015 Additional roof framing details available with BC FRAMER° software 1 2x beveled plate for slope 1 Rimboard / VERSA -LAM® blocking. V" 1 greater than'/4/12. Ventilation cut: 1/3 of length, 1/2 of depth Rimboard / VERSA -LAM® blocking. Ventilation "V" cut: r' 1/3 of length, 1/2 of depth 2x4 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. 21-6" max Birdsmouth cut BCI®Joist Simpson VPA or USP TMP connectors or equal can Flange of BCI® Joists may be birdsmouth cut only at flange must bear fully on plate, web stiffenerbeusedinlieuofbeveledplateforslopesfromthelowendofthejoist. Birdsmouth cut BCI®Joist 2'-6" ma.-reauired each side. 3/12 to 12/12. 3/12 flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. 1 Simpson or USP LSTA24 strap, nailing perg 1 , Simpson or USP LSTA24 strap where slope a 6" o.cs 2x4 one side for 135 PLF max. governing building code. exceeds 7/12 (straps maybe required for lower 2x6 one side for 240 PLF max. BCI® blockingslopes in high -wind areas). Nailing per governing VERSA -LAM ® LVL Holes cut building code. support beam. for ventilation. VERSA -LAM® n o LVL support beam. Backer block. Thickness per corresponding BCI® series. 2x block BCI® blocking E ` Holes cut ouble-beveled Beveled web stiffener 4'-0" horiz. for ventilation. wood plate. on each side. Iqq Blocking on both sides of ridge may be required for 2'-6" horizti 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 I minimum 12" wide). 2--0" rafter spacing. I Joist NailwithJ.0-10dnails. max Hanger Blocking as required. Nail outrigger through BCI® 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 lateral support for BCI® Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI11 JOISTS Minimum end bearing: 11h" for all BCI®Joists. 31k" is required at cantilever and intermediate supports. Longer bearing lengths allow higher reaction values. Referto the building code evaluation report or the BC CALC® software. NAILING REQUIREMENTS BCI® rim joist, rim board or closure panel to BCI®joist: Rims or closure panel 11/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI®6500s/90srim joist: Toe -nail top flange to rim joist with 2-10d box nails, one each side of flange. BCI® rim joist, rim board or BCI® blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI® joist to support: 2- 8d nails, one on each side of the web, placed 1% inches minimum from the end of the BCI®Joistto limit splitting. Sheathingto BCI®joist: Prescriptive residential floorsheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacing for minimum lateral stability: 18" for BCI® 4500s and 5000s, 24" for larger BCI® joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into thejoist. Wood screws maybe acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness: 4500s 1.8 w od ran4els Two 5%" wood panels or 2 z _ 5000s 1.8 woodOr ngels TWo'/4" wood panels or 2 x_ 6000s 1.8 11/a" or two %" woodpanels2 z +'/,6" or wood panel 6500s 1.8 11/awood" ortwoanels 5/e" 2 x + w, or 4/4" wood panel 60s 2.0 1wood1/a" or two 1 anels" 2 x _+'/,," or'h" wood panel 90s2. O 2x lumber Double2z 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 11/z 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 at the low end support. BCI® Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and intermediate supports may not be birdsmouth cut. Boise Cascade EV,!P - Eastern Spec fer Guide • 00%04,'2015 Maximum clear span in feet and inches, based on horizontal spans. Lisf LadLoadLoad p ] [p ] Nam W_ RAI BCI14500s 1.8 Series BCI®t5000s'1.8 Se ies 1W Flange Width 2.I Flan e Width 9'/2' BCI® 4500s 1.8 i 4/12 4/12 18 12 or to to Less 8to 2% 21 11%" I BC10 4500S 1.8 12 or to to Less 8to 2/ 12 14" BCI® 4500s 1.8 4/12 4/12 i 8/12 Less '___ . _ .._ or to to 8/12 ,12/121 1 16" 1 BCI® 4500s 1.8 4/12 , 4/12 8/12 or ' to to Less 8/12 ,12/12 i9' BCI® 5000s 1.8 11%11 BCI® 5000s 1.8 14" BCI® 5600s 1.8 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 j 10 23'-10" 22'-T 20'-10" 28'-5" 26-9" 24'-10" 32'-3" 30'-5' 28'-3" 36-9" 33-8" 31'-3" 4'-10' 2T-5" 1 21'-9" 29'-7" 27'-11"25'-11' 33'-8" 31'-9" 29'-5" Snow 20 15 122-7 21'-3' 19'-T 26-11 26-3" 23'4' 30W 26-9' 26-T 33'-6' 31'-10" 29'-4" 23-6' 22'-1 20 5'' 28-0" 26`4' 24'-4" 1'-10'29'-11" 27'-7" 125% 2020 j 20 21-7 20'-2" 18'-7" 25 8' 24'-0" 22' 1" 29'-2' 2T 4' 25' 1" 31' 4 30'-3' 2T-10" 22 -5" 21'-0" 19'-4" 26'-9" 25'-0" 2&-0' 30'-5 28'-5' 26'-2' 25 10 22'-8" 21'-5" 19'-11" 26'-11" 25'-T 23'-8" 30'-2" 29'-0" 26'-11" 32'-3" 31'-T 29'-10" 23'-7" 22'-4" 20'-9" 28'-1" 26'-7" 24'-9" 31'-11" 39-2" 28'-1" 25 i 15 21'-T 20'-4" 18'-10" 25'-9" 24'-2" 22'-5" 28'-2" 27-T 25'-T 30'-1" 29'4" 28'-T 22'-6" 21'-2" 19'-7" 6'-10" 25'-3" 23'-4" 30'-3" 28'-8" 26'-7" O.C12". o.c. 30 i 10 21'-8" W-Ei" 19'-1" 26-9" 24'-T 22'-9" 26-3" 27'-9" 25-11" 30'-2" 29'-8" 28'-8" 22'-7" 21'-4" 19'-11' 6'-10" 25'-5" 23'-9" 30'-4" 28'-11" 27'-0" Snow 30 15 20 9' 19'-7" 18-2' 24-5 23' 4' 21' 8" 26-7" 25'-11 24-7' 28 5 2T-9' 26'-10' 21 7 20'-5 18'-11' 25-9" 24'-4 22'-7" 28 6" 26-25N 115% 40, 19-8' 18-11." 17'.10' 23'-2' 22'4 21'-3' 25'-3' 24'-11" 24'-2", 2T-0' 26'-8" 26'-1' 20'-6" a 19'-8" 18'-7' 24'-5" 23'-5' 22'-2" 27'-2" 40; 15 19'-T 18'-4" 17-11, 22'-1" 21'-8" 20'-4" 24A" 23'-7" 22'-11'1 26-8" 26-2" 24'-0" 20'-2" 19'-1"1T-10' 23'-8" 22'-9" 21'-3" 5'-10"25'-4" 24'-V 50 50. 10 15 18 3 17 11 17-0'' 1T.4" 16 7 16 3 21 2 20 20 10 20.-0' 19 9, 19 4 23 1 22 2 22 10 21'-9'. 22 5 21 3 24 8 23 8 24 4` 23'.-3' 24 0: 22 9. 19 0 19-0. 18 ,3 18-1' 17 3 16-11' 22 8 1 10 21'A i21'-5 20 7' 20:2" 4 10 23 9' 24 "6 23' 4 23 5" 22'=10' Non- 20 10 21'-T 20'-5" 18'-11" 25-9" 24'-3' 22-6" 29'-3" 1 27-7" 1 26-T 31'-5" 30'-7 28'4" 22'-6" 21'-3" 19'-8" 6-10' 264" 23'-6" 30'-6" 28'-9" 26-8" Snow 20 15 1 W-6" 19'J' 17-9" 24' 4" 22-11" 21'-1" 27-2" 26-0" 24'-0" 29'-0" 28'-2" 26'-T 21'-4" 20'-0" 18'-6" 25'-5" 23'-10' 22'-0" 8'-11" 27-1" 25'-0" 125%[_1202019' 18'-3' 16'-10" 23'-3" 21'-9" 20'-0" 25' 4" 24'-5" 22'-9" 2T-1" 26-2" 24'-11" 20'-4" 19'-0" 1T-6" 24'-3" 22'-8" 20'-10' 27'-2" 5'-10" 234' 25 10 20'$" 19'-5" 18'-1" 24-0" 23-1" 21'-0" 26-1" 25'-7" 24'-5" L27- 1 27'-4" 20'-2" 18'-10' 25'-6" 24'-1" 22'-5'' 28'-1" 27'-4" 25'-6" 25 j 15 19'-T 18'.5" 1T-1" 22' 4' 21'-9" 20'-4" 24'-4" 23'-9" 22'-11" 26 4" 0'-5" 19'-2" 1T-9" 24'4' 22'-10" 21'-2" 26'-2" 25'-6" 24'-1" 16' 30 10 19'-T 18'-T 174' 22'-5" 22'-0" 20'-T 24'-5" 24'-0" 23'-5" 26-8" 0'-5" 19'-4" 18'-1" 24'-1" 23'-1" 21'-6" 26'-3" 25'-9" 24'-5" o.c. Snow 30 15 18'-T 1T 9" 16'-6" 21'-1" 20'-T 19'-7" 23'-0" 22'-5" 21'-9" 24'-0" 9'J' 18'-6" 17'-2" 22'-8" 22'-0" 20'-5" 24'-8" 24'-1" 23-3" 115% 40%' 10 17-8" 1T-1" 16'-2" 20'-1 19-9'' 19'-3' 21-10 2V' 21-1" 23-0'=' 126- 7"21'4"1'-4" 8'-T.' 1T-10"16'-10' 21'-7" 21'-3" 20'-1" 23-6" 23'-2" 22'-8" 40 15 16-19 16-16' 16-T 19'-1' 18-8" 18-2' 20'-10' 20'-5' 19'-10' 21'-10''-1" 17'- " 16'-1" 20'-6" 20'-1" 19'-3" 22'-4" 21'-11" 21'-4" 50 10 16 2' 15'-10 15'-0" 18 4 18'-1'' 1T-9" 19-11" 19:9'' 19'-5" 21'4' 21'-1' 2" 16'-6 15'-8'' 19'-8" 19'-5" 18'-8" 21'-5" 21'-T' 20'-10' 50 ".:j„ 15 15-0' 15'-3'! 14 8, 17 7 1Z-3`' 16 10 19 2 18'- 18-5': 20 5' 20' 1'' 6.8" 16' 4.! 15.4' 18-10",18'.-6" 18'-1" 20'-7" 20'-2" Non- 20 1 10 20'4" 19'-2" 17'-9" 24-2" 22'-10" 21'-2" 26-10" 26-11" 24'-1" 1 26-8" 28'-0" 26-8" 21'-2" 19'-11' 18'-6" 25'-2" 23'4' 22'-1" 28'-8" 2T-0" 25'-1" Snow 20 15 19'-3" 18'-1" 16-8" 22'-9" 21'-0" 19'-10" 24'-9" 1 24'4' 22' 7" 1 26-5" 23-8" 24'-8" 20'4" 18'-10' 174" 3'-10' 22'-5" 20'-8" 26'-7" 26-6" 23'-6" 125% 20 20 18' 4' 17-2" 154" 21'-2" 20'-5" 18'4' 23'4' 22' 4" 21'-3" 24'-8" 23-10" 22 T 19-1- 17-10' 16-5" 22'-9" 21'-4` 19'-7" 4'-10"23'-11" 22'-3" 25 10 19'-3" 18'-3" 1T-0" 21'-10" 21' 5" 20' 2" 23' 10" 23' 4" 6 24'-11" 24'-3" 20'-1" 19'-0" 1T-8" 23' 6" 22'-7" 21'-1" 25' 7" 25' 1" 23' 11' 25 15 18'-0" 17'-0" 16'-0" 20'-5" 19'-10" 19'-1" 22'-T 21'-8" 9" 23'-1" 22'-4" 19'4' 18'-0" 16'-8" 21'-11" 21'4" 19-11' 3'-10" 23'-3" 22'-5" 19.2" 30,:' 10 18'-0" 1T-5" 16'-3" 20'-5" 20'-1" 19'.5" 22'4' 21.11"0" T22 23'-5" 22'-10" 19'-2" 1M16-10" 22--0" 21'-7" 20'-2" 3'-11" 23'-6" 22'-11' Show 30` 15 16'-11" 16'-7" 15'-0" 19'-3" 18'-9" 18'-2" 20'_11" 20'-5" 5" 21'-10" 21'-2" 18'-3" 1 20'8" 20'-2" 19'-2"22'-6" 22'-0" 21'-3" 115% 40 10 16 2' 15' 11" 152" 18' 3" 18'-0" 1T-8" 19 11' 19'-8"4' 21' 0 20'-7" 1T 4" 1' 19'8" 19' 4" 18' 10' 21'-5" 21'1" 20'-8" 40 { 15 15 4' 15'-0" 14-0' 17-5" 1T-1" 16'-T 18-11' 18'=7` 3' WAY 19' 4' 16'-6" 1 18'-8" 18' 4' 1T-10 20'-4' 20'-0" 19-5'- 0'j 10 19 9" 14' `'. 14-1" 16 8' 16'4, 16'-2" 18 2" 18' 0' 1T-8" 19' 5' 19'-3' 16-11" 15 10" 1' 1.T-11" 17m9" 1T-5" 19'-7' 19=4" 19'-0" 15 14-1" 13' 10'; 13-7" 16-0 15 94' 15A1 1T5 1T;2•., 16-9', 18-8 18-4: 1T 11: 15 2 14, 2"16-11, 16'-6" 18 9 18,,- 18'-0" Non- 20 10 16-10" 17-9" 16-6" 22'-0" 21'-1" 19'-T 24'-0" 23'-5" 25'-T 26-0' 24'-3' 19'-7" 18'-6" 1T-2" 23'-4" 22'-0" 20'-5" 25'-9" 25'-0" 23'-3" Snow 20 1 15 1T 10" 16' 9" 15'-5" 20'-3" 19'-8" 18'A" 22'-1" 21'-5' 23'-8" 22'-11" 22'-0" 18'-6" 1T-5" 16'-1" 1'-10' 20'4' 19'-2" 23'-9" 23'-1" 21'-9" 125% 20 20 i6'$" 15' 11" 14' 7"1$'-11" 18' 3' 1T-5" 20' 8" 19'-11"22'-1" 21'-3" 20' 4" 1T-8" 16'-7" 15' 3" 20'-4" 19'-8" 18' 2" 22'-2" 21'-5" 20' 5" 25 10 1T-3" 16'-10" 164' 19'-T 19'-2" 18'-7" 21'-3" 20'-10"22'-9" 22'-3" 21'-8" 18'-6" 1T-7" 16'A" 21'-0" 20W" 19'-6" 2'-10'22'-5" 21'-9" 25 15 16' 1" 15' 7" 14' 10" 18' 2" 1T-9" 1T-1" 19'-10" 19' 4" 21'-3" f22 20'-8" 19' 11" 1T-3" 16'-8"15' 5" 19' 7" 19' 1" 18' 4" 21' 4" 20' 9" 20'-0" 30 10 16'-1" 15'-10" 15'-1" 18' 3" 1T-11" 1T-0'' 19'-11" 19'-Z" 21'-3" 20' 11" 20'-5" 1T 4" 16'-10' 15'-8" 19'-7" 19'-3" 18' 9" 21'-5" 21'-0" 20'-6" Snow 30 15 15-2 14'-9" 14'-4" 1T-2' 164' 16'-3" 18 " 18-3" 0-0 19'$' 18-11 16'-3" 15'-11"14'-11"'18'-5" 18'-0" 1T-5" 20'-1" 19'-8"19'-0" 115% 40 10 19'-5' 14'4' 13'-11" 16'4' 16A 15-9" 17.10" 1TT' 19'-0" 18'-9" 16-5" 16-6" 15'-3" 14'-7"' 1T-7" 1T-4" 16'-11' 19'-2" 18'-10"18'-6" 40 . 15 13'-8' 13-5'' 13'-1' 15-0' 15 `' 14'-10' 16 11' 16.71' 18-1'. 17-9 173' 14'-9" 14'-5' 14'-0" 16' 8" 16' 4" 15'-11' 18'-2" 1T-10504 10 _ 13 2 13-0'.' 12 9' 14 11' 14-9" 146, 16 3 16=1` 15 9 17 4 17-2? 16 10' 14 2 13 1 13' 7" f6-0" 15'-10 15-7" 17 5 1T 2' 16' 1" 50": 15 12 7 12'-4':' 12'-1' 144' 14'-0" 13'-9" 15 7 15;-4' 14'-11" 16' 6" 16'-0" 1573" 13-6" 13' 4" 13'-0" 15'-4" 14'-11' 14'-3" 16'-2" 1b' 8" 14'-11' Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EVER' • Eastern Specifier Gotde - 08;04.'2015 Maximum clear span in feet and inches, based on horizontal spans. Live Dead Load Load pst] fpsf] y BCI® 6000s 1.8 Series 25/' Flange Width16 z 4/12 4/12 8/12 or to to Less 8/12 12/12 s 4/12 4/12 8/12 or to to Less 8/12 12/12 4 BCI® 6000s_l.8 4/12 4/12 8/12 or to to Less 8/12 12/12 BCI®6000s_1.8__ 4/12 4/12 8/12 or to to Less 8/12 12/12 Non- 20 10 26-0" 24'-6" 22'-9" 30'-11" 29'-2" 27'-0" 36-2" 33-2" 30'-9" 38'-10" 36'-7" 34'-0" Snow 20 15 24'-7" 23'-1" 21'-4" 29'4' 2T-6" 25'-4" 3T-3" 31'-3" 28'-10" 36'-9" 34'-6" 31'-10" 125% 20 20 23-6" 22'-0" 29-Z 2T-11" 26';1" 24'-0" 31'-9" 29'-9" 27'4" 35'-1" 32'-10" 30'-2" 25 10 24'-8" 23'4" 21'-8" 29'4" 27'-9" 25'-10" 334" 31'-6" 29'4" 36-10" 34'-10" 32-5" 25 15 23'-6" 22'-2" 20'-6" 28--0" 264" 24'-5" 3t'-10" 29'-11" 27'-9" 34'-11" 33'-1" 30'-8" 12" O.C. 30 10 23'-7" 22'-4" 20'-10" 28'-0" 26'-7" 24'4" 31'-11" 30'-2" 28'-2" 36-1" 3T-5" 31'-2" Snow 30 15 22'-7" 21'4" 19'-9" 26-11" 25'4" 23'-6" 30'-7" 28AT 26-9" 33-0" 31'-11" 29'-7" 115% 40 10 - 21'-5" 20'-7" 19'-5" 251-6" 24'-6' 23'-l" 29'-0"" 2T=10' 26'-3' 31 4 30A" 294" 40 15 21'-1" 20'-0" 18`-7" 25'-1" 23'-9" 22'-2" ` 2T-11" 27'=1" 25'-2" 29-10" m 29- 3" 27-10"'' 50 10,. 19'-10" 19'-1"— 18'-1" 23'-7" 22'-8" 21'-6" `: 26'-9": 25'-9" 24' 6" 28'-8" 28'-3" 2T-1- 19 10':.: 18' 11:" 1T=8" e23 7 22'-6" 21 0 ::.; 264—'. 25--'Y 23'-11" 2T-F 27-0" '` 26 5' Non- 20 10 23'-6" 22'-2" 20'-7" 28'-0" 26'-5" 24'-6" 31'-10" 30'-0" 27'-10" 35'-2" 33'-2" 30'-10" Snow 20 15 22'-3" 20'-11" 19'-4" 26'-6" 24'-11" 23'-0" 30'-2" 28'-4" 26'-2" 33'-4" 31'-4" 28'-11" 125% 20 20 21'-3" 19'-11" 18' 4" 25-3" 23-8" 21'-9" 28'-9" 26'-11" 24'-9" 31'-5" 29'-9" 27-5" 25 10 22'-4" 21'-1" 19'-8" 26-7" 25'-1" 2T-5" 30'-3" 28'-7" 26-7" 32-5" 31'-7" 29'-5" 25 15 21'-4" 20'-1" 18'-7" 25'4" 23-10" 22'-1" 28'-3" 2T-2" 25'-2" 30'-3" 29'-5" 2T-9" O. C. 30 10 21'4" 20'-3" 18'-10" 26-5" 24'-1" 22'-5" 28'4" 27'4" 25'-6" 30'4" 29'-9" 28'-3" Snow 30 15 20'-6" 19'4" 17'-11" 24'4" 23--0" 21'4" 26-8" 26'-0" 24'-3" 28'-6" 2T-10" 26-10" 115% 40 10 19'-5" 18'-T' 1T-7" 23-1" 22'-2" 20'-11" 25'-5" 25'-0" 23-10" 27'-2'. 26'-9" 26'-2" 40 15 19'-11, 18'-111' 16-10" 22'-2" 21'-6" 20'-1" > 24'4" 23-8" 22'-10" 25'-10" 264" 24'4' " 50 10 18 0"' 17'-3" 164" 21 3' 20-6" 19'-6" 23 2" 22'-11" 22'-2 24-9" 24'-6" 24'-1" 50 15 ' 17-11"' 17'-1" 16-0' 20-4" 20-0" 19'-0" 22-2"_ 21'-1,0" 21.'4" 23 9" j 23'4" 22'-10",: Non- 20 10 22'-1" 20'-10" 19'-4" 26'-3" 24'-10" 23'-0" 29'-11" 28'-3" 26-2" 33'-1" 31'-2" 28'-11" Snow 20 15 20'-11" 19'-8" 18'-2" 24'-11" 23'-5" 21'-7" 28'-4" 26'-7" 24'-7" 30'-8" 29'-5" 27'-2" 125% 20 20 19'-11" 18'-8" 1T-2" 23'-9" 22'-3" 20' 5" 26' 10" 25'-4" 23'-3" 28' 8" 2T-8" 25'-9" 25 10 21'-0" 19'-10" 18'-6" 24'-11" 23'-7" 22'-0" 27-8" 26-10" 26-0" 29'-7" 28'-11" 27'-8" 25 15 20'-0" 18'-10" 1T-5" 2T-8" 22'-5" 20'-9" 25'-9" 25'-1" 23-7" 27'-7" 26-10" 25-11" 1 O. C.-0" 301020'-1" 19' 0" 17'-9" 23'-9" 22'-7" 21'-l" 25'-10" 25'-5" 24' 2T-8" 2T-2" 26'-6" c. Snow 30 15 19'-3" 18'-2" 16-10" 22'-4" 21'-T` 20--0" 24'4" 23'-9" 22'-10" 26'4" 25-5" 24'-7" 115% 40 10 8--3" 1T-6" 16'4" 21'-3" 20'-10" 19'-8" 23'-2" 22'-10" 22'4" 24'-9" 24'-5" 23'-11" 40 15 1T-10", 17--0" 16.10" 20'-2" 19'-101, 18'-10" : 22'-0" 21'-7" 21'-0" 23'-6" 23'-1" 22'-T 50' 10 16 10' 16 2" 15.4' ' 19 5 19 2" 18 3 -.- 21 1 " 20 .10 20;-6'_ 22 7 22 4 21 11 ,: 50 15 16-4— 16 1" 15-0" 18-7" 98 3" 17 10' : 20 3` 19=11' 19'-5" 21 8 21-3" 20 10" Non- Snowl 20 20 1 10 15 20'- 6" 19'- 4" 19' 4" 18'- 2" 17'- 11" 16- 10" 24'- 4" 23'- 0" 23'- 0" 21'- 8" 21'- 4" 20'- 0" 27'- 9" 25'- 8" 26'- 2" 24'- 8" 24' 4' 22'- 9" 29'- 9" 27'- 5" 28'- 11" 26'- 7" 26- 10" 26- 2" 125% 20 20 18'-6" 1T-3" 1 15'-11" 22'-0" 20W" 18'-11" 23'-11" 23'-1" 21'-7" 25'-7" 24'-9" 23-7" 25 1 25 10 15 19- 5" 18'- 6" 18'- 4" 17'- 5" 1T- 1" 16'- 2" 22'- 8" 21'- 2" 21'- 10" i 2U-- r 20'- 4" 19' 3" 24'- 8" 23'- 0" 24'- 2" 22'- 5" 23'- 2" 21'- 8" 26'- 5" 24'- 8" 25'- 10" 24'- 0" 26- 2" 23- 2" 24" O. C. 30 10 18'-7" 1T-7" 16'-5" 21'-2" 20'-10" 19'-6" 23'-1" 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" Snow 115% 30 40 15 10 1T- 7" 16'- 9" ' 16'- 9" 16'- 2" 15'- 7" 15'- 3" 19'- 11" 19' 4" 19' 6" 18'- 8" 18' 7" 18'- 2" 21'- 9" 20'- 8"' 21'- 3" 20'- 4" 20' 6" 20'- 0" 23'- 3" 22'- 1" 22'- 8" 21'- 9" 21'- 11"- 21'- 4" 40 15 15 11 15-7" 14-8 18-0 17 8 17 2 194 19-3' 18'-9, 21 0 20-7" 19 8 5Q: _ 10 15 3 `. 14 1'1" 14'-3 1;7 4 17 1 16 10 .:: 18 10' 18 =8;" 19 10" 19 -5" 50. 15 ' 14'-7" `' 14'-4" 13'=11' 16-7" m'-4' 1 15'-11" 17-11'".' 1T " 16'-6" 18'-3" 1T-8" 16'-10" . aae EVVP • r astern Specifier Guiae - 03/04%2315 Maximum clear span in feet and inches, based on horizontal spans. k” 'BCI® 6500s 1 8 Series,. •;_ 29/16" Flange Width BCI® 6500s 1.8 117/a" BC1" 6500s 1.8 14" BCl®:6500s 1.8 16" BCI® 6500s 1.8 Live Load psfj Dead Load psf] 4/12 or Less 4/12 8/12 to to:, 8/12 ; . 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 to 8/12 1 8/12 I to 12/12 Non- 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30--0" 27'-10" 36'-2" 34'-1" 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26' 1" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% 20 I 20 24'-3" 22'-8" 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" 30'-7" 28'-2" 36'-1" 33'-10" 31'-1" 25 10 25' 5" 24'-1" 22'-5" 30' 3" 28'-7" 26' 7" 34' 4" 32' 6" 30' 3" 37'-11" 35'-10" 33'-5" 25 15 24'-3" 22'-10" 21'-2" 28'-10" 27'-2" 25'-1" 32'-9" 30'-10" 28'-7" 36-2" 34'-1" 31'-7" o.c. 30 10 24'-4" 23'-0" 21'-6" 28'-11" 27'-4" 25'-6" 32'-10" 31'-1" 29'-0" 36'-3" 34'-4" 32'-1" Snow 30- 15 23'-4" 22'-0" 20' 5" 2T 8" 26' 2`' 24' 3" 31' 6" 29' 9" 27'-7" 34'-8" 32'-10" 30'-6" 115% 40 10 22-2" 21'-3" 20'-0" 26'-4" 25' 3" 23' 10" 29'-11" 28-8" 27'-1" 33'_0" 31'-8" 29'_11" 40. 15 21'-9" 20'77''.,I 19'-3'.' 25'-11" 24'-6", 22'-10" 29'-5" 27'-1;0" 26-1.1" 31'-5" 30'-9". 28`-8" 5- 10. i'20;6£'' 1,9 8"`.18'-8" 24'=4 23'4'.. 22 2 27 8.,,.: 26'-7" y25'-2' 30'-2" I 29'=4" 27"10" 50;.,, 15..:• 20 6" 19'.-6" 18 =3'' 24.-4 . 23' 2". 21 8 27 0. 26"=4" 24'-8". • 28' 11" 28'-5'.'.:: 2T-3" Non- 20 10 24'-4" 22'-11" 11 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snow 20 15 23'-0" 21'-7" 19'-11" 27'-4" 25'-8" 23'-8" 31'-1" 29'-2" 26-11" 34'-4" 32'-3" 29'-9" 125% 20 I 20 21'-11" 20'-6" j 18'-11" 26'-1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 23'-1" 21'-10" 20'-4" 27'-5" 25'-11" 24'-1" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 22'-0" 20'-8" 19'-2" 26'-1" 24'-7" 22'-9" 29'-8" 27'-11" 25'-11" 31'-10" 30'-11" 28'-7" 16" O.C. 30 10 22'-0" 20'-10" 19'-6" 26'-2" 24'-9" 23'-1" 29'-9" 28' 2" 26'-4" 31'-11" 31'-2" 29'-1" Snow 30 15 21'-1" 19'-11 ' 18'-6" 25'-1" 23'-8" 22'-0" 28'-1" . 26'-11" 25'-0" 30'-0" 29'-4" 27'-7" 115% 40 " 10 20'-0" 19'-Y 18'-2" 23'-10 ' 22'-10" 21'-7" 26'-9" ' 26'=0" 24'-6" 28'-7" 28'-2" 27'-1" 40- 15 19' 9'` 18' 8" 17'-5'! 23' 4" 22' 2" 20' 8" 25' 5" 24' 11" 23'-6" 27'-2" 26'-8" 25'-11" 50 •: 10 25'-9 25'-3'' 50 '') 15 . 18'=6'--' 17"8"':.l 16'-6" 21'-5" 21'=0" 19'-8" 23' 5'' . 23! o" 22'-4';.: 25'=0" 24'-7"'. 24'=0" Non- Snow 125% 20 20 20 10 15 20 22'-10" 21'-7" 20W" 21'-6" j 20'-0" 20'-3" 18'-9" 19'-3" 17'-9" 27'-1" 25'-8" v 24'-6" 25'-7" 24'-1" 22'-11" 23'-9" 22'-3" 21'-1" 30'-10" 29'-2" 27'-10" 29'-1" 27' 5" 26'-1" 27'-0" 25'-4", j 24'-0" 34'-0" 32'-3" 30'-2" 32'-1" 30 3 28' 9" 29'-10" 27'-11" 26' 6" 25 10 21'-8" 20'-6" ! 19'-1" 25'-9" 24'-4" 22'-8" 29'-1" 27'-8" 25'-9" 31'-1" 30'-6" 28'-5" 25 15 20'-8" 19'-5" 18'-0" 24'-6" 23'-1" 21'-5" 27'-2" 26'-3" 24'-4" 29'-0" 28'-3" 26-11" 19.2" 30 10 20' 8" 19' 7" 18' 3" 24'-7" 23' 3'.' 21'-9" 27'-3"- 26'-6" 24'-8'` 29'-1" 28' 7" 27'-4" Snow 30 15 19'-10" 18'-9" 17 -5 23'-6" 22'-3" 20'-8" 25'-7" 25'-0" 23'-6" 27'-5" 26'-9" 25'-11" 115% 40. i. 10 18'10" 18'-1" 17!71.'' 22' 4" 21'-5'` 20' 3" 24'-4" , 24' 0" 23'-0...... 26'-1" 25'-8" ,' 25'-2" 40 15 18'76" 17'-6" -1 16'=4'' 21'-3" 20'-10" 19_-5" 23'-2" ` 22'-9" 22'-1'' 24'-9" 24'-4" 23'-8" 50 10 , 17 5 •' ._ 3' 16 8 ; i 15 10 ' 16.77' i. 15 6' 20,5 19:-7 19'-10 19'-3..` 18 10 18 5' 22 3 21 4.' `' 22 0.`'23' 21 0`' [ 20 6' 22'-1'0 22' 6 22 23 -1" 21 2" Non- 20 10 21'-1" 19'-11" j 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 26'-11" 25'-0" 31'-4" 1 29'-9" 27'-7" Snow 20 15 20'-0" 18'-9" j 17'-4" 23'-9" 22'-4" 20'-7" 27'-0" 25' S" 23' 5" 28' 11" 28' 0" 25' 11" 125% 20 j 20 19'-1" 17'-10" 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 24'-2" 22'-2" 26'-11" 26'-0" 24'-6" 25 25 10 1 15 20'-0" 19'-1" 11 17'-8" 18'-0" 16-8' 23'-10" 22'-3" 22'-6" 21'-5" 21'-0" 19'-10" 26'-0" 24'-3" 25'-6" 23'-7" 23'-10" 22'-6" 27'-10" 25'-11" 27'-3" 25'-3" 26'-4" 24'-4" 24" O.C. 30 10 19'-2" 16' 18'-2" 1-11" 22'-4" 21'-7" 20'-1" 24'-4" 23'-11" 22'-11" 264' 25'-7" 24'-11" Snow 30 15 18`-4" 17'-4" 16'-1" 21'-0" 20'-6" 19'A 22'-10'' 22'-4" 21'-7" 24'-5" 23'-11" 23'-1" 115% 40; j 10 17'-5'` 16'-8" `; 15'-9'' 20'-0" 19'c8" 18'-9" 21'-9"- 21'=51' 21'-0" 23'-Y 22'-11" 22'-3" 40" 15 16 16 2" 15 1" 19' 0 18=7„'' 18 0 20 8 -' 20'-4" 19'-Y 21'-7 20'-9" " 19 8" 50 _ 10 9" 16 1 15 5 i 1148 - 18 -3 18' 0 17 5 19 6 19 0" 18 5" 19' 10 19' 5 18 9" 15,E 1,5..5 ..k 15.2 ,':_ 1,4,_4„ 17.=3 16' 8a„ 15,11 17 11.<: 17 4".' 16 6'ti, 18,'„3 17',8 .=:16. 1.0" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least t/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EWF - Eastern Specifier Guide • 08r04/2,0u 5 Maximum clear span in feet and inches, based on horizontal spans. BCI® 60s 2.0 Series 25/16" Flange Width BCI® 90s 2.0. Series; N' ' ' Flange`,1Nidth,," '.- 117/8' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 117/e' BCI® 90s 2.0 14" BCI® 90_s 2.0 16" BCI® 90s 2.0 Live Load psf] Dead Load psf] 4/12 or Less 1 4/12 i to j 8/12 8/12 to 12/12 4/12 or Less 4/12 to i 8/12 8/12 I to i 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 4/12 or to Less 8/12 8/12 to 12/12 4/12 or Less 4/12 to i 8/12 8/12 to 1 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 Non- 20 10 34'-1" 32'-2" 29'-10' 38'-9" 36'-7" 33'-11" 42'-11" 40'-6" 37'-7" 39'-0"136'-10"I 34'-2" 44'-3" 41'-9" 38'4" 49'-0" 46'-3" 42'-11" Snow 20 15 32'-4" 30'-4" 28'-0" 36'-9" 34'-6" 31'-10" 40'-8" 38'-3" 35'-3" 3T-0"34'-9" 32'-1" 41--11" 39' 4" 36' 4" 46' 5" 43' 7" 40' 3" 125% 20 20 30'-10" 28'-10" 26'-6" 35'-1" 32'-10" 30'-2" 38'-10" 36'-4" 33'-5" 35'-3" 33'-0"; 30'-4" 39'- V 3T-5" 34'-5" 44'-3" 41'-5" 38'-1" 25 10 32'-5" 30'-7" 28'-6" 36'-10" 34'-10" 32'-5" 40'-10" 38'-7" 35'-11" 37'-1" 35'-0"' 32'-7" 42'-0" 39'-8" 36'-11" 46'-6" 44--0" 40--11., 25 15 30'-11" 29'-1" 26-11" 35'-2" 33'-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" 38'-8" O.C. 30 10 31'-0" 29'-4" 27'-4" 35'-3" 33'-4" 31'-1" 39'-0" 36'-11"EK5 3'-7"E311'4' 40'-2" 38'4' 35'-6" 44'-6" 42'4' 39'-4" Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10"29'-7" 37'-5" 35'-3" 2'-1" 38'-6" 36'-4" 33'-9" 42'-8" 40'-3" 3T-4" 115% 40 10 28'-2" 27'-0" 25'-6" 32'-1" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2"130'-11" j 29'-2" 36'-6" 35'-0" 33'-1" 40'-6" 38'-10" 36'-8" 40 15 2T-9" 26'-3" 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" 37'-9" 35'-2" 50 10 26'-V 25'-0" 23'-9" 29'-8" 28'-6" 27'-0" 32'-11" 31'-6" 29'-11'=' 29'-10" 28'-8"! 27'-2" 33'-10" 32'-5', 30'-10' 37'-6" 35'-11" 34'-2" 50 15 : 26'-1" 24'-10" 23'-3" 29'4' 28'-3" 26'-5" 32'-11":.31'-4" 29'-3" 29'-10'-28 5 1'W-7" 33:10, 32' 3" 30' 1" 37'6" 35' 8" 33' 5" Non- 20 10 30'-11" 29'-2" 27'-1" 35'-2" 33'-2" 30'-9" 38'-11" 36'-9" 34'-1" 35'-4" 33'-4" 1 31'-0" 40'-1" 37--10" 35'-1" 44'-5" 41'-11 38'-11" Snow 20 15 29'-3" 27'-6" 25'-5" 33'-4" 31'-3" 28'-10" 36'-11" 34'-8" 32'-0" 33'-6" j 31'-6" j 29'-1" 3T-11" 125% 20 20 27'-11" 26'-2" 24'-1" 31'-9" 29'-9" 27'-4" 35'-2" 32'-11" 30'4" 31'-11" 29--11 1 227'-6" 36'-2" 33'-11" 31'-2" 1 40'-1" 1 37'-7" 34'-7" 25 10 29'-4" 27'-9" 25'-10" 33'-5" 31'-7" 29'-5" 37'-0" 34'- fl 33'-7" 31'-9" 129'-7" 38'-1" 36'-0" 33'-6" 42'-2" 39'-10" 37'-1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35'-3" 33'32'-0"' 30'-2"127'-11" 36'-3" 34'-2" 31'-8" 40'-2" FAT 35'-1" 16" O.C. 30 10 28'-1" 26'-7" 24'-10" 31'-11" 30'-3" 28'-2" 35'-4" 33'32'-1" 30'-5" 28'-4" 36'-4" 34'-5" 32'-2" 40'-3" 38'-2" 35'4" 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" 1 27'-0" 34'-10" 32'-11" 30'-7" 38'-7" 36'-5" 33'-10" 115% 40 10 25'-6": 24'-6" 23'-1" 29'-0" 27'-10" 26'-4" 32'-2" 30'-10" r29'-2" 29"2" 1 28'-0" 26'-5" 33'-1" 31'-9" 30'-0" 36'-8" 35'-2 ' 33'-3" 40 15 25'-1" 23 9" 22'-2" 28'-7" 27'-1" 25'-3" 31'-8" 30'-0" 27'-11" 28'-9" 27--2",25'-4" 32'-7" 30'-10" 28'4" 36'4" 34'-2" 31'-10" 50 _` 10 23 -7'; 22 8 21' 6 26 -10' 25 9" 24'-6' 29 9 ' 28'-7 27 1'` 27 0 25 11 ' x24'-7 30'-7' 29 -5" 27 -11" 33 11 32-7 30.11" 50 15 23 -7" 22 -6 ' 21'-0 ' 26'-10' 25'-7" 23'-11" 28 -7 ' 27'-8 ' 26'-5" 27 0 ' 1, 25 -9 ' 24'-1 30'-T E 29'-2" 27'-3" 33 11 ' 32'-4 ' 30'-3" Non- 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3" 1 31'-4" 29'-1" 37'-8" 135'-6" 33'-0" 41'-8" 39'-4" 36'-7" Snow 20 15 27'-6" 25'-10" 23'-10" 31'-3" 29'-5" 27'-1" 34'-8" 32'-7" 30'-1" 31'-5" 29'-7" i 27'-3" 35-8" 33'-6" 30'-11" 39'-6" 37'-1" 34'-3" 125% 20 20 26'-3" 24'-7" 22'-7" 29'-10" 27'-11" 25'-8" 33'-0" 30'-11" 28'-6" 30'-0") 28'-1" 25'-10" 34'-0" 31'-10" 29'-3" 37'-8" 35'-3" 32'-5" 25 10 27'-7" 26'-1" 24'-3" 31'-4" 29'-8" 27'-7" 34'-9" 32'-10" 30'-7" 31'-6., 29'-10" 27'-9" 35'-9" 33'-10" 31'-6" 39'-7" 37'-5" 34'-11" 25 15 26'-3" 24'-9" 22'-11" 29'-11" 28'-2" 26'-1" 33'-1" 31'-2" 28'-11" 30'-1" 1 28'-4" i 26-3" 12'-9 32'-1" 29'-9" 37'-9" 35'-7" 32'-11" 19'2 O.C. Snow 30 30 10 15 26'-4" 25'-3" 25'-0" 23'-10" 23'-4" 22'-2" 30'-0" 28'-9" 28'-5" 27'-1" 26'-6" 25'-2" 33' 2" 31'-10" 31'-5" 30'-0" 29'-4" 27'-11" 30'-1" 28'-7" 28--10" 1 27'-3" 26' 8" 25'-4" 32'-4" 30'-11" 30' 2" 28'-8" 37' 10" 36'-3" 35' 10" 34'-3" 33' 6" 31'-10" 115% 40 10 : 24'-0" 23'-0" 21'-9" 27'-3" 26'-2" 24'-8" 30'-2" 29'-0" 27'-4" 27 5'L26'4' 24'-10"9'-t0" 28'-2" 34'-5" 33'-0" 31'-2" 40 15 23'-7" 22'-4"' 20'-10" 26'-10+ 25'-5'+ 23'-8" 28'-1" 27'-0" 25'-7" 26'-11 ', 25'-6" 123'-10" 30-7 28'-11" 27'-0" 33'-10" 32'-1 ' 29'-11" 5050 10 ; 22 2'. 21 3' 20'-3 25-3" 24 2' 23 0 25'-10 26-3 24'-5" 25 4 y24 4 23'-1 28'-8' j 27 7' 26 2 31'. 10 30'-7 29,1" 50 5 22 2" 21 -2 ` 19'-9 23'-9" 23 -0' 21 11" 23 -9 23'-0' 21'-11" 25 , 4 24 2 1.22'-7 28'4 27 5"j,25 7 A S 28`. 8 27.-5" Non- 20 10 26'-11" 25'-5" 23'-7" 30'-7" 28'-10" 26'-10' 33'-11" 32'-0" 29'-8" 30'-9" 29'-0" 1 27'-0" 34'-10"' 32' 11" 30'-7" 38'-7" 36'-5" 33'-10" Snow' 125% 20 20 15 20 25'-6" 24'-3" 23'-11" 22' 9" 22'-1" 20' 11" 28'-11" 27' 7" 27'-2" 25' 10" 25'-2" 23' 10" 32'-1" 30'-7" 30'-2" 28'-8' 27'-10' 26'-4" 29'-1"' 27'-4" 27'-9"j 26'-0"i23'-11" 25'-3" 33'-0" 31'-5" 31'-0" 29'-6" 28'-8" 27'-1" 36'-7" 34'-10" 34'-4" 32'-8" 31'-9" 30'-1" 25 10 25'-6" 24'-2" 22'-66 29'-0" 27'-6" 25'-7" 32'-2" 30'-5" 28'-4" 29'-2" j 27'-7" j 25'-9" 33'-1" 31'4" 29'-2" 36'-8" 34'-8" 32'-4" 25 15 24' 4" 22' 11" 21'-3" 27'-8" 26'-1" 24'-2" 30'-8" 28'-11" 26'4" 27'-1 6'-3" 24'-4" 31'-6" 29' 9" 27'-6" 34' 11" 32'-11" 30'-6" 24" o c. 30 10 24'-5" 23'-1" 21'-7" 27'-9" 26'-3" 24'-6" 30'-9" 29'-1" 27'-2" 2T-11" 26'-5' 24'-8" 31'-7" 29'-11" 28'-0" 35'-0" 33'-2" 31'-0" Snow 30 15 23'-4" 22'-1" 20'-6" 26'-7" 25'-1" 23'-4" 27'-4" 26'-1" 24'-5" 26'-9"; 25'-323-5" 30'-3" 28'-7" 26' 7" 33'-7" 31'-8" 29'-5" 115% 40 10 22'-2" 21'-3" 20'-1" 24'-9`' 24'-1" 22'-10' 24'-9" 24'-1" 23'-1" 25'-4" 24'-4" `:23'-0" 28'-8" 27'-7" 26'-1" 30'-11" 30--0" 28'-10" 40 15 21'-10" 20'-8" 19'-3" 22'-5" 21'-6" 20'-5" 22'-5" 21'-6" 20'-5" r23 4'-11"I23'-T' 122--0" 27'-9" 26'-8" 25'-0" 28'-0" 26'-11" 25'=6" 50 10 - 20' 6': 19' 8" 18' 9' 20'-8" 20'-2" 19'-6'' 20'-8" 20'-2" 19'-6"-5" 22'-6" 21'-5" 25'-7' 24'-11" 24'.-1" 25'-9" 19'-0" 18-4" 17 6'; 19' D 1'8'-4 1.7.6" 4'.22-4" 20', 11' 23'-6" 22'-9" 21 8' 23'-8" 22-11" 21',-10" wer5lffl-' Boise Cascade EV,,P • Eas'.-r m Spec Fier Gu :se • 08/04 2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) y y Use of these tables should be limited to roof slopes of 3'/z" per foot or less. For steeper slopes, see pages 15-18. BCI°'4500s 1.& Series, 13/" Flange Width 91/2' BCI® 4500s 1.8 11'/" BCI® 4500s 1.8 14" BCI®`45008 1.8 16" BCI® 4500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% SNon- Snow I 125% ,:.L/240 Snow 115% Non- ( Snow I 125% L/240 Snow 115% Non- Snow 125% j L/240 Snow 115% Non - Snow 125% L/240 6 315 343 j - 338 367 - 353 383 356 387 7 270 294 - 289 315 j - 302 329 305 332 8 236 257 i' - 253 275 - 264 287 267 290 9 210 228 ( - 225 245 - 235 255 237 258 10 189 205 - 202 220 - 211 280 214 232 11 172 187 - 184 200 - 192 209 194 211 12 147 160 169 183 - 176 191 178 193 13 125 136 - 156 169 - 162 177 164 179 14 108 118 107 139 151 j - 151 164 152 166 15 94 102 1 88 121 131 - 141 153 142 155 16 17 83 73 90 73 80 61 106 94 115 - 126 111 137 121 133 125 145 136 18 65 67 51 84 102 91 - 99 108 113 123 19 58 58 44 . 75 82 ' 73 89 97 102 111' 20 49 49 38 68 74 63 K I 87 92 100 21 43 43 33 61 1 67 54 73 79 83 90 22 56 61 ' 47 66" 72 j '' - 76 82 23 51 54 1 42 61 66 69 75 24 47 48 37 56: 60 54 64 69 25 43 43 ( 32 51 56 48 59 64 26 _ 47 ; 5:1 42 54 59 27 44 48 j 38 50 54 28 41 44 34 47 51 46 29 43 47 41 30 i j j 40 44 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least A inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EMP • Eastern ecifier G_xi -: • 08/04=,015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI° 5000s 1.8 Series 2" Flange Width 9'/2" BCI® 5000s 1.8 11W BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non -Snow 125% L/240 Snow 115% Non -Snow 125% L/240 Snow Non -Snow 115% 125% L/240 6 315 343 1 - 338 367 353 383 7 270 294 1 - 289 315 302 j 329 8 236 257 1 253 275 264 287 9 210 228 j - 225 245 I - 235 1 255 10 189 205 j - 202 220 211 230 11 172 187 - 184 200 192 209 12 157 171 - 169 183 176 ( 191 13 145 f 158 - 156 I 169 162 j 177 14 125 136 120 144 157 151 164 15 109 118 98 135 147 141 153 16 95 104 81 122 133 132 143 17 85 89 68 108 118 124 j 135 18 75 76 58 96 105 114 124 19 _ 65 65 49 87 94 82 103 j 112 20 56 56 I 42 78 85 71 93 101 21 48 48 37 71 77 61 84 91 22 42 42 32 64 70 54 76 83 23 59 62 47 70 76 I 68 24 54 54 41 64 70 60 25 e 48 48 37 59 v 64 W, 54 26 43 43 33 55 59 48 27 51 55 43 28 47 j 50 38 G ise Cascade EVJP • Eastern Specifier Guide - 08/04f2u`„". Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'/2 per foot or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8-Series " 25/16" Flange Width 9'/2" BCI® 6000s 1.8° 11'/s" BCI® 6000s 1.8 1.4" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load Deflect. Total Load . I Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 1( 25%) L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow: 125%o L/240 Snow 115% Non - Snow 125% L/240 6 360 I 392 375 408 390 I 424 398 432 I - 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 818 298 324 9 240 261 250 272 260 283; 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 14 166 145 180 158 135 173 161 188 175 180 167 19,6'' 182 183 170 199 185 15 126 137 111 150 163 156 169 I - 159 173 I - 16 111 121_ 92 140 153 146, 159, I - 149 162 17 98 101 78 126 137 131 149 140 152 18 86 86 66 112 122 108 130; I 141 132 19 74- 74 - 56 101 110 92 120: 130.. I - 125 136 20 63 63 48 91 99 80 108 117— 119 129 55 55 42 83 90 69 98 107 112 12221 22 48 48 I 36 75 79 60 89' 97 88 102 111 23 42 42 32- 69 70 53 82 89' 78 93 101 24 I 61 61 47 75 81. 68, 86 93 25 54 54 42 69:. 75"";', - 61 a 79 86 26 49 49 37 64 69 54 73 79 43 43 33 59 63 48, 67 I 73 6527 28+—+-- 55: 57 ; 44' '• 63 I 681 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze` multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EV1,P astern SpeC iar 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 31/2' per foot or less. For steeper slopes, see pages 15-18. BCI° 6500s 1.8 Series 29/16" Flange Width 91/2" BCI® 6500s 1.8 11%" BCI® 6500s 1.8 14" BCIO 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load Deflect. Span Length Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non- Snow 125% L/240 Snow 115% Non - Snow 125% LI240 6 360 392 - 375 1 408 390 424 398 432 7 309 336 - 322 1 350 334 364 341 371 8 9 270 240 294 - 261 ! - 281 250 306 i 272 293 260 318 283 298 265 324 288 10 216 235 - 225 j 245 234 254 238 259 11 12 196 180 213 - 196 - 204 187 j 222 j 204 213 195 231 212 217 199 236 216 13 166 180 - 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 1522 121 150 163 156 169 159 173 16 123 132 I 101 140 1 153 146 159 149 162 17 109 111 85 132 1 144_ 137 149 140 152 18 94 94 72 125 1 135 118 130 141 132 144 19 80 1 80 61 112 122 1 101 123 134 125 136 20 21 69 60 69 53 60 46 101 91 i 110 99 87 76 117 108 127 118 119 113 129 123 22 52 52 52 40 83 87 66 99 107 96 108 118 23 46 46 35 76 76 58 90 98 84 103 112 24 41 41 31 67N 67 51 83 90 74 95 103 25 60 60 45 76 83 66 87 1 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 j 51 51 39 60 66 52 31 EEL j_ 46 46 35 57 62 47 32 j 142 42 32 53 56 43 33 50 51 39 34 I 47 47 36_ 35 43 43 33 Boise Cascade EVVP • Eastern Specifer Guide • 8 04!2015 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 81/z' per foot or less. For steeper slopes, see pages 15-18. BCI® 60s 2.0 Series 25/16" Flange Width BCI° 90s 2.0 Series 3'/2' Flange Width 117/e' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/8" BCI® 90s 2.0 14" BCI® 90s 2.0 16"BC1® 90s 2.0 Total Load IDeflect. Total Loa IDeflect Total Load 0 Total Load Deflect. Total Load Total Load Dallad. Span Length Snow o NonISnow f o Snow oM Non- Snow 250%)0 Snow Non- Snow 0 i Non- Snow Snow 0!M 2.5o 1 Snow o Non- Snow 0 Snow 0 Non - Snow 0 6 413 449 413 449 413 449 507 551 510 555 514_ 559 7 354, 385 354 385 354 385 434 472 437 476 441 479 8 309 336' 309 336 309 336 380 413 383 416 385- 419' 9 275 299 275 299 275 299 338 37676340370343372 10 247: 269 247 269 247 269 304 330 306 333 308 335 11 225 245 225 245 225 245 276-1 300 278 302 280 305 12 206 224 206 224 206 224 253 275 255r238 257 279, 13 190 207 190 207 190 207 234 254 235 237 258^ 14 177 192 177 192 177 192 217 236 218 220 239 15 165 179 165 179 165 179 20 220 204 205 223 16 154 168 154 168 154 168 190 206 191 192 209 17 145. 158 145 158 145 158 178 194 180 196 181 197 18 137' 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 160 , 174 161 175 162 176 20 123 134` 106 123 134 123 134 152 ! 165 153 166 154 167`' 21 118 121 92 118 128 118 128 144 157 134 145 158 147' 159 22 106 106 81 s,112 122 112 122 138 . 150 118 139 151 140, 152, 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82. 82 63 103 112 91 103 112_ 0 120 92 127 138 128. 1391- 25 73' 73 56 99 106 81 99 107 7 107 82 122 133 117 123° 134 26 65 65 50 94 94 72 95 103 6 96 86 73 117 128 104 118 129 27 58: 58 44 85 85 65 91 99 87: 86 65 113 123 94 114 124 28 52 52 40 76 76 58 88 96 78 77 j 77 5_9 109 110 84 110 119 29 30 47 43' 47 43 36 32 69 62 69 62 52 47 85 82 92 84 71 64 700 63 63 53 48 100 100 91 76 69 106, 102' 115 111 102 93 31 56 56 43 7_6_ 76 58 57 57 44 91 82 82 63 99 108 85 32 51 51 39 69 69' 53' 52 ' 52 40 75 75 57 96' 101` 77 33 47 47 36 63 63 48 48 . 48 36 69 69 52 92 92 71 34 43 43 33 58 58 44:' 44 j 44 33 63 63 48 85, 85 65 35 53 53 41 1 40 40 ' 31 58 58 44 78 78 59 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. iaise Cascade EWP • Eastern S dfier G Jce - 08/0-V BCI® Joist Series Depth inches] Weight plf] Moment ft-Ibs] 8Elx10 lb-in2][Ibs] K x 10 6 Shear Ibs] End: R'eaction [lb s] ; . Intermediate Reaction [Ibs] 1W Bearing 3/" Bearing 3/ Bearing 5'V Bearing No WSJ') ; WS(2) I No WSM WSP) NoWSMIWS(2) No WSM WS(2) 9'/ 2 2.1 2360 155 5 1475 950 1125 1125 1275 2100 °" 2350 l 2525 2750 4500S 11Y8 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1. 8 14 2.7 3585 380 8 1825 950 1525 1450 1725 2350 3050 `; 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 3200 2525 3350 9'/ 2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 '; 2350 2525 2750 5000s 11'/8 2.6 3485 295 6 1625 950^ 1425 1425 1475 2250 2850 2525 3000 1. 8 14 2.9 4130 430 8 1825 950 1525 1475 1725 2350 3050 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 ' 3200 2525 3350 9' h 2.5 3165 200 5 1575 1175 1375 1375 1425 1 2400 2650 2700 2750 6000s 11V- 2.8 4060 335 6 1675 1175 1425 1425 1475 2850 i 2900 3000 1. 8 14 31 4815 490 8 1925 1175 1525 1525 1725 2500 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 9'/ 2 2.7 3505 220 5 1575 1175 1375 1375 14_25 2400 2650 2700 2750 6500s 11Y8 3.0 4495 365 7 1675 1175 1425 1425 1475 2500 2850 2900 3000 1. 8 14 3.3 5330 535 8 1925 1175 1525 1525 1725 2600 ` 3150 2925 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 117/ 8 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 3250 60s 2. 0 14 3.5 7440 660 8 1925 1175 1525 1525 1 1725 2750 3450 ! 3200 3650 16 3.8 8520 895 9 2175 1175 1625 1550 1 1975 2750 3650 3200 3750 11Y8 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 4350 90s 2. 0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 4450 16 4.9 13050 1330 9 2550 1475 2150 1900 2350 3425 ' 4000 4200 4650 NOTES: 1) No web stiffeners required. 2) Web stiffeners required. Moment, shear and reaction values based upon a load duration of 100% and may be adjusted for other load durations. Design values listed are applicable for Allowable Stress Design (ASD). No additional repetitive member increase allowed. BUILDING CODE EVALUATION REPORT ICC ESR 1336 (IBC, IRC) 0 - 5wla W12 384 El + K 0 = deflection [in] w = uniform load [lb/in] I = clear span [in] El = bending stiffness [lb -in'] K = shear deformation coefficient [lb] Y_ BCI° Cloaest-Allowable: Nal.Spacing Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines . Narrow Face) Nail Size All BCI® Joists Nailing Perpendicular to Glue Line Wide Face) Nailing Parallel to Glue Line (Narrow Face O. C. Spacing inches End of Joist inches O. C. Spacing inches End of Joist inches 8d Box (0.113"o x 2.5") 2 1'/2 4 1'/2 8d Common (0.131 "0 x 2.5") 2 1'h 4 3 10d & 12d Box (0.128" 0 x 3"; 3.25") 2 1'/2 4 3 16d Box (0.135"o x 3.5") 2 . 1'/2 4 3 10d & 12d Common & 16d Sinker (0.148"o x 3", 3.25") 3 2 6 4 16d Common 0.162"o x 3.5" 3 2 6 4 BCI® Diwhraam Table (1) Diaphragm Capacity 2it3> 13CII, Series Unblocked Blocked 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 lb/ft for 4" o.c. nailing, staggered, @ panel edges inbuildingcode6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered @ panel edges inbuildingcode60s, 90s As permitted for 3x framing in As permitted for 3x framing in building code with nail building code spacing no closer than 3" o.c. NOTES If more than one row of nails is used, the rows must be offset at least inch. Simpson Strong -Tie A35 connectors may be attached to the side of BCI® 60s & 90s joist flanges only. Use nails as specified by Simpson Strong -Tie; do not attach connectors on both sides of a flange at the same location. 1) See table 6 of ICC ESR 1336. 2) BCI joists may be substituted for solid sawn framing in horizontal wood diaphragms as shown in Table 2306. 3.1 of the IBC or Table 23-II-H of the UBC. 3) Diaphragm nailing shall not exceed BCI closest allowable nail spacing limits. r3 se Cascade .E WP • Eastern Sp=e vier Guide • 03/04/20'. Boise Cascade Rimboard Product Profiles l i 91/2" 117/8° 14" it 16" 1", 11/8" 1„ 15/1s" 13/<" BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD® OSB BOARD®* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. 0 Perpendicular I p , Parallel See chart for vertical load capacity. See chart for vertical load capacity. Min. 8d nails at 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. Sh" diathrough bolts (ASTM A307 Grades A&B, SAE Exterior Wall Sheathing 1429 Grades 1 or 2, or higher with washers and nuts) Max. 15/33"thickness or Wdia lagscrews(full penetration), staggered BCI-1A1S®Joists Min. connection for 40/10 psf deck loading: Perpendicular or Deck Joist Length Connection parallel to rim i2'-0" & less 2 rows %" boh or lag screw, 24' o.c. 300 pif max. 12'•1' —18'-0" 2 rows Sh" bolt or lag screw, 16" o.c. (450 plf max.) Note: For snow bads greater than 40 psf, andlor dead loads greater o than 10 psf, size connection per max plf values shown above. q°` o Treatad Ledger- Use only fasteners that are approved for use with corresponding wood treatment. BOISE CASCADE^ Rimboard Notes: '--'J Design of moisture control by others (only structural components shown above). For information on deck lateral load connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engineering. Min. 8d nails at 6" o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of For further information on residential deck design, see AWC DCA 6, Prescriptive record's specification for shear transfer. Residential Wood Deck Construction Guide. Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product If[lb] Ib/ft , lb/in' lb/in' Ib/in2 Ib/in 1" BC RIM BOARD" 3300 3500 180 Limited span capabilities, see note 2V" BC RIM BOARD® OSB (2) 1'/8" BC RIM BOARD® 08B (2) 4400 3500 180, Limited span capabilities, see note 2 s1./,a" VERSA -LAM® 1.4 1800 6000 4450 Permitted per building code for all nominal 1800 1,400,000 225 5252' thick framing floor diaphragms 1'/:' VERSA -LAM" 2.0 3100 I'J 5700 4300 Permitted per building code for all nominal 3100 2,000,000 285 750 2°; thick framing floor diaphragms CloseMAlllowable Nail Spacing'- Narrow Face [in] Product V BC RIM BOARD" (2) 1" BC RIM BOARD" OSB (2) 1'/" BC RIM BOARD11OSB I2) 15/, a" VERSA -LAM 1. 418000) 13/." VERSA -LAM" 2. 0.3100 (') 8d Box (0.113"a x 2.5") 3 3 3 3 8d Common (0.131"m;x 2.5'') 3 3 3 3 10d & 12d Box (0,128"o x 3", 3.25") See publication in note 2 for further nailing information. 3 3 1d Box (0.135"o x 3.5") 6x33 1d & Common & 16d Sinke —(0. 148 o x 3p", 3 25")_ 16d Common ` (0. 162°o x 3.5.') 4 1 6 4 6 Notes 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information. Boise Cascade EWP • Eastern Specifier Guide " 08i0412C5 An Introduction to VERSA-LAMO Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. VE.R.SA.=LAM°-B.eam._:Arckite.ctu.r_a.l_Specifi.cati.o.ns Scope: This work includes the complete furnishing and installation of all VERSA - LAM® beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing code evaluation service's report and section properties based upon standard engineering principles. Verification of design of the VERSA -LAM® beams by complete calculations shall be available upon request. Drawings: Additional drawings showing layout and detail necessary for determining fit and placement in the buildings are (are not) to be provided by the supplier. Fabrication: VERSA -LAM® beams shall be manufactured in a plant evaluated for fabrication by the governing code evaluation service and under the supervision of a third -party inspection agency listed by the corresponding evaluation service. Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM® beams are to be installed in accordance with the plans and Boise Cascade EWP's Installation Guide. Temporary construction loads which cause stresses beyond design limits are not permitted. Erection bracing shall be provided to assure adequate lateral support for the individual beams and the entire system until the sheathing material has been applied. Codes: VERSA -LAM® beams shall be evaluated by a model code evaluation service. A'Upwa.bal£e_HolesJn VER.SA-LAM° B_ea.ms._ , Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw anywhere within the shaded area of the beam. 3. The horizontal distance between adjacent holes must be at least two times the size of the larger hole. 4. Do not drill more than three access holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/z" 4" 7'/4" 1" 9'W and greater 2" Depth T0 a 3 Depth s Depth a Span '/s Span End Bearing Intermediate Bearing 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design Specification® for Wood Construction. 7. Beams deflect under load. Size holes to provide clearance where required. 8. This hole chart is valid for beams supporting uniform load only. For beams supporting concentrated loads or for beams with larger holes, contact Boise Cascade EWP Engineering. E:oise Cas-ade E\',tr' • Eas t rn Spec ner Guide - 08/04%2015 Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint air space Strap per code if top plate is not continuous over header. Verify hanger capacity with w at bearing. required between hanger manufacturer concrete VERSA-LAM® column and wood.w Column connector per design 1 1 Trimmers 1 professional 0 of record Slope seat cut Bevel cut I Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush inside of wall Strap per code ifSlopedseatcut. to exceed Hanger , `` continuouinsidetopplateisnotNot face of bearing. DO jwithNOTbevelcutVEbeyondinsidefaceowithoutapprovalfroBlockingnot shown for clarity. Boise Cascade EWP1 Moisture barrier between 1 concrete 1orBCCALC® software analysis. and wood VERSA -LAM® Installation Notes Minimum of %" airspace between beam and wall pocket or adequate barrier must be provided between beam and concrete/masonry. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in your region's Specifier Guide. VERSA -LAM® beams are intended for interior applications only and should be kept as dry as possible during construction. Continuous lateral support of top of beam shall be provided (side or top bearing framing). MRultipleMe,mber Conne.cto-r_s7,74 Maximum Uniform Side Load [pit] Nailed (') Dia- Through Bolt i'I Dia. Through BoIN'I Numher of Members 2 rows 16d Sinkers @ 12" o.c. 3 rows 16d Sinkers @ 12" o.c. 2 rows @ 24" o.c. staggered 2 rows @ 12" o.c. staggered 2 rows @ 6" o.c. staggered 2 rows @ 24" o.c. sta eyed 2 rows @ 12" o.c. sta ered 2 rows @ 6" o.c. staggered 1%" VERSA -LAM® (Depths of 18" and less) 2 1 470 1 705 505 1010 2020 560 1 1120 2245 3t4 1 350 1 525 375 755 1515 420 1 840 1 1685 4'> use bolt schedule 335 670 1345 370 1 745 1 1495 31/2' VERSA -LAM® 2131 use bolt schedule 855 1 1715 1 N/A 1125 1 2250 I N/A 1'/4" VERSA -LAM® (Depths of 24") Number Nailed (1) Dia. Through Boft(') I %" Dia. Through BoIN'I of Members 3 rows 16d Sinkers @ 12" o.c. 4 rows 16d Sinkers @ 12" o.c. 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 3 rows @ 24" o.c. 8" staggered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" sta ered 2 705 940 755 1010 1515 840 1120 1685 3 (I) 525 705 565 755 1135 630 840 1260 4 (4) use bolt schedule 505 670 1010 560 745 1120 1. Design values apply to common bolts that conform fo ANSI/ASME standard B18.21-111 tASTM A307 Grades A&B, SAE J42 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the bolt head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2' for %' bolts and 2%' for %' bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 0.135" diameter x 3.5' length, 16d sinker nails = 0.148" diameter x 3.25' length. 4. 7' wide beams must be top -loaded or loaded from both sides lesser side shall be no less than 5 % of opposite side). For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing pl Maximum Uniform Load From One Side Depths I I%" & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 1W plies Depths 14" - 18" 3 rows 16d box/sinker nails@ 12" o.c. 600 plf Depth = 24" 4 rows 16d box/sinker nails @ 12" o.c. 800 plf Depths 11W & less 2 rows 16d box/sinker nails @ 12" o:c. 300 plf , 3) 1'/4"" plies t'i Depths 14" - 18" 3 rows 16d box/sinker nails, @ 12 o c: 450 plf Depth = 24" 4 rows 16d box/sinker nails ,12" o.c. 600 plf Depths 18" & less 2 rows'/" bolts @ 24" o.c., staggered 335 plf E31/2ess Depth = 24" 3 rows Y2' bolts @ 24" o.c., staggered every 8" 505 plf 18" & less 2 rows 1/2" bolts @ 24" o.c., staggered 855 pitDepths Depth 20" - 24' 3 rows / bolts @ 24" o.c., staggered eve 8" 1285 plf 1. The nail schedules shown apply to both sides of a 3-member beam. 2. 16d box nails = 0.135' diameter x 3.5" length, 16d sinker nails = 0.148' diameter x 3.25" length. 3. Beams wider than 7' must be designed by the. engineer of record. 4. All values in these tables may be increased by 15 % for snow -load roofs and by 25 % for non -snag load roofs where the building code allays. 5. Use allowable load tables or BC CALC® software to size beams. 6. An equivalent specific gravity of 0.5 may be usedwhen designing specific connections with VERSA - LAM®. 7. Connection values are based upon the 2012 NDS. 8. FastenMaster TrussLok, Simon Strong -Tie SDW or SDS, and USP WS screws may also be used to connect muhiple member VERSA - LAM' beams contact Boise Cascade NP Engineering for further information. Designing Connections for Multiple VERSA -LAM° Members When using multiple ply VERSA -LAM® beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load - carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA - LAM® floor beam: Given: Beam shown below is 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 1'/4" ply VERSA -LAM"' that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14'/ 2 + 18'/ 2 = 16' 2. Use PLF tables on pages 28-30 of ESG or BC CALC® to size beam. A Triple VERSA -LAM" 2.0 3100 1W x 14" is found to adequately support the design loads 3. Calculate the maximum plf 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, 1%" VERSA -LAM®, 3 members. 5. The proper connection schedule must have a capacity greater than the max. side load: Nailed: 3 rows 16d sinkers @ 12" o.c: 525 plf is greater than 450 plf OK Bolts: %" diameter 2 rows @ 12" staggered: 755 plf is greater than 450 plf OK Boise Cascade EWP • Eastem Specifier Guide • 66i04112t;1 VERSA -LAM° 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1 /." VERSA -LAM 2.0 3100 Double Ply 1%" VERSA -LAM® 2.0 3100 or 31/:" VERSA -LAM 2.0 3100 Triple Ply 1%" VERSA -LAM® 2.0 3100 or 5W VERSA -LAM 2.0 3100 Quadruple Ply 1'/." VERSA-LAM92.0 3100 or 7" VERSA -LAM 2.0 3100 71/." 91/2' 11%a" 14" 71/4' 9'/i' 1 11%" 1 14" 1 16" 18" 124" 9Yd' 11 'A" 14" 16" 18" 1 20" 1 24" 11/a" 1 14" 1 16" 1 18" 20" 1 24" 763 1063 1424 1795 1525 2126 2849 3590 4387 5232 1 5226 3189 4273 5384 6580 7848 1 7845 7838 5.697 7179 8773 1 10463 10459 110451 6 762 1 1525 1 1.8/4.4 2.416.113.3/8.24.1/10. 1.814.4 2.416.1 3.3/8.2,4.1/10.3;5112.61 6/15 6/15 2.4/6.1 3.3/8.2,4.1/10.3,5/12.61 6115 1 6115 6/15 3.3/8.2 4.l3I511 2.6M 6/15 1 6115 1 6/15 479 1 746 979 1 1207 957 1492 1 1957 2414 11 2886 j 3402 3913 2237 12936 1 3622 4328 5103 5876 5870 3914 4829 5771 6803 t 7834 7826 8 322 724 - 643 1447 2171 1. 5/3.7 2.315.71 3/7.5 13.719.3 1.5/3.7 2.3/5.7 317.5 3.7/9.314.4/11.115.2/13, 6/15 2.3/5.7 3/7.5 3.7/9.3,14.4111.115.2113 6/15 16/15 317.5 3.7/9.314.4/11.115.2/13 6/15 6/15 243 551 745 1 909 487 1 1102 1489 1817 2148 1 2502 3126 1653 1 2234 2726 1 3222 3753 1 4322 4688 2978 3635 4296 15003 5763 6251 10 165 1 370 724 - 329 741 1447 1 1 - I 1111 2171 j - 2894 1. 5/3 2.1/5.312.9/7.1!3.5/8.7 1.513 2.1/5.3 2.917.i 3.518.7,4.1/10.34.8/121 6/15 2.1/5.3 2.917.1 3.5/8.7;4.1/10.34.8112 5.5/ 31 861152.9/7.1 3.5/8.74.1110.3;4.8/12 5.5/13.8, 6/15 182 413 665 808 364 1 825 1 1330 1 1617 1904 2209 j 2839 1238 1 1995 2425 1 2856 1 3313 3800 1 4259 2659 3233 13807 4417 5067 1 5679 11 124 1. 5/3 278 1. 7/4.41 28/7 3.4/8.5 1.5/3 1.7/4.42.8/73.4/8.5410.1j4.7/11. 6I15 1.7/4.4 8/7 I m 6115 2175 2: 817 3.4/8.5 4110.1 14_7/11 7I 5.4/-13.4 6115 12 139 95 1. 5/ 3 317 1 585 728 214 419 686 1.5/ 3.7 2.7/6.8 3.4/8.4 279 191 1. 5/ 3 634 429 1. 5/ 3.7 1170 837 2. 7/ 6.8I3.4/8.4 1456 1372 1709 ' 1977 j 2601 1 - t- - - 3.9/ 9.914.6/11.4, 6/15 950 643 1. 5/ 3.7 1755 1256 2. 7/ 6.8 2184 2058 3. 4 / 8.4 2564 2965 3390 1 - 3. 9/ 9.9 4.6/11.4 5.2/13 3901 6/ 15 2340 1675 2. 7/ fi.8 2912-} 2745 3. 4 / 8.4 3-418 3.9. 9 /9.9I4.6111.4' 3953 4519 j - 5. 2113 5201 6/ 15 109 248 488 1 662 217 1 496 1 976 1 1324 1 1550 11789 1 2399 744 1464 1 1986 12326 1 2683 j 3059 1 3598 1952 2647 1 3101 1 3577 4078 1 4797 13 75 169 329 1 540 150 1 337 1 659 1079 506 1 988 1 1619 1 - - 1317 2159 1 - i - - 1.5/ 3 1.5/3.1 2.4I6.1,3.3/8.3 1.5/3 1.5/3.1 2.4/6.1 3.3/8.3 3.919.79.511 1.513.1 2.4/6.1 3.3/8.3 3.9/9.7;4.5/11.25.1/12.71 6115 2.416.1 3.3/8.3 3.919.745/11.25.1112.71 6/15 86 198 1 390 1 585 173 1 395 1 779 1171 11 1418 1633 2226 593 1169 1756 2128 2449 2786 3338 1558 2342 2837 3265 3715 4451 14 60 135 1 264 432 120 270 527 864 11290 . - 405 791 1296 1935 - 1055 1 1728 2580 1 - _ 1.5/ 3 1.5/3 2.1/5.313.2/7.9 1.5/3 1 1.5/3 2.1/5.3 3.2/7.9 3.8/9.6j4.4/11 1 6115 1.5/3 2.1/5.3 3.2/7.9 3.8/9.6144/11 5/12.5 6/15 2.1/5.3 3.2/7.9 3.8/9.6 4.4111 5/12.5 6/15 70 1- 60 1 316 1 509 139 320 631 1018 1 1307 . 1502 j 2076 479 947 1527 1960 2253 12558 3113 1262 2036 2614 1 3003 3410 1 4151 15 49 110 + 214 ( 351 98 220 429 703 1049 j 1493 - 329 643 1054 1573 2240 I - 858 1405 2098 2987 j - 1.5/ 3 j 1.513 11.814.612.917.4 1.5/3 1 1.5/3 1.8/4.6 2.9/7.4j3.819.54.3/10.9; 6/15 1.513 1.814.E 2.917.4 3.8/9.514.3/10.9.4.9/12.3 6115 1.8/4.6 2.9/7.4 3.819.54.3110.9;4.9/12.3 6115 57 1 131 1 259 1 427 113 1 262 1 518 1 854 j 1151 1390 j 1944 393 777 1281 1 1727 1 2085 2364 1 2917 103E 1708 2303 2780 1 3151 3889 16 40 90 1 177 289 80 181 353 579 864 j 1230 1 - 271 530 868 1296 1 1846 707 1158 1728 1 2461 1.5/ 3 1.5/3 1 1.6/4 12.6/6.6 1.5/3 1.5/3 1.6/4 12.616.E 3.618.94.3/10.71 6/15 1.5/3 1.614 2.616.E 3.6/8.9I4.3/10.7,4.9/12.2; 6/15 1.6/4 2.6/6.6I3.6/8.914.3/10.7;4.9/12.2; 6115 108 ' 215 1 355 93 1 217 1 430 710 1 1018 1274 11826 325 645 1065 1527 1911 12196 2739 860 1 1420 1 203E 1 2547 2929 3652 17 75 1 147 1 241 67 151 295 483 720 1 1026 226 442 724 1081 1539 2111 589 1 965 1441 1 2052 . 2814 j - 1.5/ 3 i1.5/3.6!2.3/5.9 1.5/3 1 1.5/3 1.5/3.6 2.3/5.9133/8.44.2/10.5 6115 1.5/3 1.5/3.6 2.3/5.9 3.3/8.4I4.2/10.5,4.8112 6/15 1.5/3.6 2.3/5.9j3.3/8.4j4.2/10.54.81121 6/15 90 180 I 298 77 1 181 1 360 596 j 894 1 1134 1701 271 1 540 1 894 1 1341 1701 1 2051 1 2552 720 1 1191 1788 1 2268 1 2735 13402 18 64 j 124 1 203 56 1 127 1 248 407 607 864 191 372 1 610 1 910 1 1296 1 1778 1 496 813 1214 1728 2371 1.513 j 1.5/3.212:1/5.2 1.513 1.5/3 1.5/3.2 2.1/5.2 3.1/7.8; 419.9 5.9/14. 1.5/3 1.5/3.2 2.115.2 3.1/7.8 4/9.9 ',4.8/11.95.9/14. 1.5/3.2 2.1/5.2 3.1/7.8 419.9 4.8/11.9'5.9/14. 19 76 1 152 252 54 105 173 1.5/ 3 1 1.513 1.9/4.7 65 48 1. 5/ 3 152 1 108 1.5/ 3 304 1 211 1.5/ 3 504 346 1. 9/ 4.71 758 1016 516 735 2.8/ 7 j3.7/9.45.8/14. 1592 229 162 1. 5/ 3 457 316 1. 513 1 757 519 11. 9/ 4.7 1137 1 1524 i 1863 774 1102 i2 1512 2.8/ 7 13.7/9.4,4.6/11.45.8/14. 2388 609 422 1. 5/ 3 1009 691 1. 9/ 4.7 1516 1032 2. 8/ 7 2032 2484 j 3184 1470 j 2016 ( - j37/9. 44.6/11415.8/14. 20 65 130 215 46 90 148 1.5/ 3 ; 1.5/3 1.7/4.2 54 41 1. 5/ 3 129 93 1. 5/ 3 259 181 1. 5/ 3 1 430 296 1. 7/ 4.2,2.5/6313.6/8.95.8/14. 647 915 442 I 630 1496 1493 194 139 1. 5/ 3 389 271 1. 5/ 3 646 445 1. 7/ 4212.5/6.313.6/8.9,4.3/1085.8/14. 971 1 1373 j 1678 664 1 945 1 129E 2243 2240 519 362 1. 5/ 3 861 593 1. 7/ 4.2 11295 885 2. 5/ 6.3 1 1830 1 2237 1 2991 1260 j 1728 2987 3.6/ 8.94.3/108;5:8/14. 22 j 96_ J 160 68 1 Ill 1 1. 5/3 11.513.5 95 70 1 1. 5/3 192 136 1 1. 5/3 1 320 223 1. 5135112. 1/5.21 1 482 692 332 ( 473 317.4 1304 1122 5. 6/ 13. 142 10_ 4 1.5/ 3 288 204 1. 513 1 480 334 1. 5/ 3512.1/5.21 I 724 1 1038 j 1382 499 710 974 3/74 13.919.9 1956 1683 5. 6113. 9 384 272 1. 513 1 640 445 1. 5/ 3.5 1 965 665' 2. 1/ 5.2j 11383 1 1842 2608 947 1299 1 2244 3/7. 4 13.9/9.9115.6/13. 1 1 72 1 122 1 71 1 145 1 243 368 1 529 1092 106 217 365 1 552 1 793 1 1095 1 1638 290 1 486 1 736 1 1057 1 1460 2184 24 j 52 86 54 105 172 1 256 365 1 864 80 157 257 384 j 547 750 1296 209 343 1 512 729 1000 1 1728 1 1. 513 1 1.5/3 1 1.513 1 1.513 1 1.513 I18/4.412.5/6.315.1/12. 1.5/3 1 1.5/3 1 1.5/3 1.8/4.4 2.5/6.313.418.6,5.1/12. 1.513 1 1.5/3 1.8/4.4112.5/6.313.4/8.615.1/12. 56 1 94 1 54 1 111 1 188 1 286 412 1 927 80 167 1 282 1 429 i 618 855 1390 223 1 376 1 572 1 824 1139 1 1853 26 41 67 1.5/ 3 1.5/3 42 1. 5/ 3 1 82 1 1 1. 5/3 135 1 1. 5/3 201 1 287 I1.5I3. 7j2.1/5.314.7/11. 1 680 63 1.513 124 1 1. 5/3 1 202 1 1. 5/3 1 302 1 430 590 11.5/ 3.7j2.1/5.32.9/7.314.7/11. 1020 165 1.513 270 1 1. 5/3 403 11. 5/ 3.7 1 574 787 1359 2.115. 3j2.9/7.3j4.7/11. 28 I 54 15 1. 5/311.5/31.5/3j1.84.6;4.4/10. j1 108 16I230544 51 1.5/31. 5/3/3 5 1S13153. 2 I8; 8/4612. 5/6. 34.4/10. 1.5/3 61088 1?5/3 15 3.21854.6l2.536.3/10 1 30 1 59 44 j 1.5/ 3 68 54 1.5/ 3 118 . 88 1.5/ 3 ( 1. 5/3 180 i 262 1 131 (j 1442 1 1.6/4 i3.8/9.5 639 1 102 1 80 1.5/3 176 1 132 1. 5/3 271 1 393 1 546 197 1 280 384 1.5/3 1 1 614 12.2/5.5 L959 664 3.8/ 9. 5 137 107 1.5/ 3 235 176 1.513 1 361 262 1 1.5/ 3 1 523 i 728 1279 1 373 i 512 I 885 1 1.614 2. 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 capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full Wdth of the beam. For 2-ply, 3- ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade E`i' P • Eastern Speci;ier Guide • 081 r2015 VERSA -LAM° 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1'/4" VERSA -LAM® 2.0 3100 Double 3%" VERSA -LAM 2.0 31003100 or Triple b% VERSA -LAM 2.0 3100100 or Quadruple " VERSA --LAM 2 0 3100.0 3100 or 7'/." 1 9'/" 111%" 14" 7%" 91/2" 11'/" 1 14" I 16" I 18" 24" 19Y:" 113/." 14" 1 16" I 18" 1 20" 1 24" 11'/" 1 14" I 16" I 18" 1 20" 1 24" 6 878 2/5 1223 1 2.817 1 1639 13.8/9.44.7/11. 2065 1755 1 2446 2/5 1 2.817 3278 3.8/9.4i4.7/11.85.8114.51 4130 5047 5232 6/15 5226 6115 3669 2.8/7 4917 13.8/9.44.7/11.858/1451 1 6195 1 7570 1 7848 6/15 7845 6115 1 7838 6115 6556 3.8/9.4i4.7/11.85.8114.6, 1 8260 110094 1 10463 6/15 1 10459 6115 10451 6/15 598 1 858, 1 1126 1 1389 1197 1 1717 1 2252 1 2779 1 332113915 3913 2575 3379 4168 1 4981 5872 5876 5870 4505 5558 6642 7829 7834 7826 g 482 965 1.8/4.6 2.6/6.613.5/8.6,4.3/10. 1.814.6 2 616.6I3.518.6i4.3/10.85.1/12.7 6115 1 6/15 2.6/6.6 3.5/8.6i4.3/10.fi5.1/12.7 6/15 1 6/15 1 6/15 3.5/8.6i4.3/10.fi5.1/12.71 6/15 1 6/15 6115 326 637 857 I.1046 651-11' 1274 1714 1 2092 1 2472 ( 2880 1 3126 1912 1 2571 3138 3709 4320 4695 4688 3429 4184 4945 5759 6259 6251 10 247 556 494 1 1111 1667 1.5/3.1 2.4/6.1 3.3/8.2 4/10 1.5/3.112.4/6A I3.3/8.2 4/10 i4.7/11.9,5.5/13.8 6/15 2.4/6.113.3/8.2 4/10 4.7/11.9,5.5/13.8 6115 6115 3.3/8.2 4/10 I4.7111.95.5/13.8 6/15 1 6/15 244 526 765 931 487 1052 1531 1 1861 1 2192 2543 2839 1577 12296 1 2792 13288 1 3814 4265 I 4259 3062 1 3723 4383 1 1115 1617 1179 11 186 418 371 835 T........ 1253 T f 1.513 2.215.6 3.2/8.1 3.9/9.8 1.5/3 2.2/5.6 3.218.1 3.9/9.8 46/11 65.4/13.41 6/15 2.2/5.6 3.2/8.1 3.9/9.8 4.6/11.65.4/13.4,1 6/15 6/15 3.2/8.1 3.919.8 4.6/11.65.4/13.4, 6/15 1 6/15 12 187 143 1.5/3 424 322 214.9 674 628 3.117.8 838 3.9/9.7 374 I 848 286 643 1.5/3 2/4.9 1 1347 1256 3.1/7.8 1 1676 3.919.74.5/11.35.2/13.1 11968 i 2276 1 2601 6/15 1272 965 2/4.9 2021 1884 3.1/7.8 1 2514 3.919.74.5/11.3'5.2113.1 1 2952 1 3414 3903 6/15 3901 6/15 2694 2512 3.117. 3353 33.9/9. 1 3936 4552 44.5/11.35.2113.1 1 5203 1115 1 5201 6/15 146 1 332 573 1 762 292 665 11146 1 1524 1 1785 1 2060 1 2399 997 11719 2287 12678 1 3089 3522 3598 2292 3049 1 3571 4119 4696 4797 13 112 253 494 225 506 988 759 11482 1976 t.5/3 1.714.2 2.9/7.2 3.`8/9.5 1.513 I1.714.2 2.9/7.2 3.8/9.5 4.5/11.25.1/12.9 6115 1.7/4.212.9/7.2 3.8/9.5i4.5/11.25.1112.95.9114.7 6/15 2.917.2 3.8/9.5 4.5/11.2i5.1/12.95.91101 6115 116 1 265 I 493 674 233 530 987 1349 1634 1880 2226 796 1480 2023 2450 1 2821 3208 3338 1973 2697 3267 3761 4278 4451 14 90 203 396 648 180 ' 405 791 1296 608 1187 1944 1582 2593 1.5/3 1.5/3.6 2.7/6.7 3.6/9.1 1.5/3 115/3.6 2.7/6.7 3.619.1 4.4111 5.1/12.7 6115 1.5/3.6 2.7/6.7 3.6/9.1 4.4/11 5.1112.75.8/14.4 6/15 2.716.7 3.619:1 4.4/11 1,5.1/12.7i5.8/14.4i 6/15 94 215 I 423 586 1 188 429 846 1173 11505 1730 2076 644 11268 1 1759 2258 2595 2946 3113 1691 1 2346 1 3011 1 3459 3928 1 4151 15 73 165 322 527 146 329 643 1054 494 I 965 1581 1286 2108 1 1,513 1.513.1'2.5/6A 3.4/8.5 1.513 (1.513.1 2.5/6.1 3.4/8.54.3110.9,5/12:5 6/15 1.5/3.ii2:5/6.1 34/8.54.3/10.9,5112.5,5.7114.21 6/15 2.516.1 3.418.54.3/10.9,'5112.515.7/141 6/15 77 176 347 515 153 i 352 695 1029 11327 1601 1944 528 1042 1544 1990 1 2402 1 2723 2917 1389 2058 2653 3202 3630 3889 16 60 136 265 434 121 271 530 868 1 1296 - 407 795 1303 1944 - 1060 1737 2593 1.5/3 1.5/3 2.215.4 3.217.9 1.5/3 1.5/3 2.2/5.4 3.217.9i4.1/10.24.9/12.3 6/15 L513 12.2/5.4 3.2/7.9 4.1/10.24.9112.3 5.6114 6115 2.215.4 3.2/7.9i4.1110.24.9/12.3 5.6/14 6/15 63 146 289 455 127 I 292 1 577 1 910 1173 11468 1829 438 866 1365 1760 1 2201 2531 2743 1154 1820 12346 ; 2935 3374 3657 17 50 113 221 362 101 226 442 724 1081 339 663 1086 1621 884 1448 2161 1.5/3 1.513 11.9/4.8 3/7.5 1.513 ! 1.5/3 1.9/4.8 3/7.5 13.9/9.6I 4.8/12 6/15 1.5/3 1.9/4.8 3/7.5 3.919.E 4.811215.5/13.8 6115 1.914.8 317.5 3.919.61 4.8112 5.5113.81 6/15 53 122 1 242 399 106 244 1 484 1 799 11045 1307 1726 367 726 1198 1567 1961 2364 2588 968 1598 2089 1 2614 3151 3451 18 42 95 1 186 305 85 191 372 610 910 1296 286 558 915 1366 1 1944 744 1220 1821 1 2593 1.5/3 1.5/3.i 1.7/4.3 2.8/7 1.5/3 1.5/3 11.714.31 2.8/7 I3.6/9.1 i4.5/11.4 6/15 1.5/3 11.7/4.3 2.8/7 13.6/9.1 4.5/11.45.5113.7 6/15 1.714.3 2.8/7 I3.6/9.1 i4.5/11.45.5/13.71 6/15 103` I 205 339 89` 206 410 677" 936 1171 1634 310 1 615 1016 1404 1 1757 2147 2450 820 1354' 1872 12342 2862 3267 19 81 I 158 259 72 162 316 519 774 1102 243 1 475 778 1161 1 1653 633 1037 1548 2204 1.5/3 +.1.5/3.BI2.5/6.3 1.5/3 1.5/3 1.5/3.8 2.5/6.3i3.4/8.6i4.3/10.8i 6/15 1.5/3 i1.5/3.8 2.5/fi.3i3.4/8.64.3/10.85.3/13.1 6/15 1:5/3.8 2.5/6.3 3.4/8.6;4.3/10.85.3/13.1 6/15 88 1 175 289 75 176 350 J 579 I 843 1 1055 1 1551 263 525 1 868 1 1265 1 1583 1 1934 2326 699 1157 1686 2110 1 2579 3101 20 69J 136 222 62 139 271 445 664 945 208 407 667 996 1418 543 889 1327 1890 1.5/3 11.5/3.4 2.3/5.6 1.5/3 i 1.513 I1.5/3.4 2.3/5.613.318.2i4.1/10.2 6115 1.5/3 11.5/3.4 2.3/5.6I3.3/8.2i4.1/10.2 5/l2.5 6/15 1.5/3.4 2.3/5.6 3.3/8.2,4.1/10.2 5/12.5 6/15 65. ( 130 216 54 130 1 260 1 431 1' 649 869 1407 194 1 390 1 647 1 973 1 1303 1 1593 2111 520 1 862 1297 ' 1738 1 2124 2815 22 52 102 167 46 104 204 3 34 499 710 157 06I36_15 748 1.1065 1461 ( 408 668 997 1420 194811.513 1.513 1.9/4.7 1.5/3 1.513 1.513 1.9/4.71 2.8/7 3.7/9.3 6/15 1.5/3 1 1.5/3 1.9/4.71 2.8/7 13.7/9.3i4.5/11.3 6/15 1.5/3 1.914.7 2.817 I3.7/9.3i4.5111.3,1 6/15 99 1 164 98 1 197 1 329 496 1 711 1259 146 i 296 1 493 1 744 1 1066 1334 1889 395 1 658 1 992 1422 1 1779 1 2518 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 7fi8 1094 1500 j 1.5/3 I1.6/3.9 1.513 1 1.5/3 1.6/3.9I2.3/5.9 3.3/8.3 5.9114.7 1.513 1.5/3 1.6/3.9 2.3/5.9,3.3/8.34.2110.45.9/14. 1.513 1.6/3.9 2.3/5.9I3.3/8.34.2/10.4,15.9/14. 76 128 75 153 256 387 511 1069 112 229 383 580 ' 833 1132 1604 305 511 773 1110 1510 2139 26 62 101 63 124 202 302 430 10290 95 185 304-' 453 1 645 1 885 1529 247 1 405 1 604 860 1180 2039 1.5/3 11:5/3.3 11.5/3 1:513 1.5/3.3I 2/5 2:817.1 5.4/13. 1.5/3 11.5/3 1.5/3:3j 2/5 i2.8/7.1 3.8/9.6 S.4/i3. 1.513 1.5/3.3 2/5 2.8/7.1 3.819.E 5.4/13. 60 101 58 120 202 1 306 441 919 87 180 303 459 I 661 914 1378 240 404 612 882 1219 1837 28 49 81 51 99 162 242 344 816 76 1 148 . 243 363 517 709 1224 198 1 324 484 689 945 1633 1.5/3 1.5/3 1.5/3 1.5/3 1.513.7/4.3 2.4/6.1 5112.E 1.5/3 (1.5/3 1.5/3 1.7/4.3i6.12.4/ 13.418.4 5/12.6 1.5/3 1.5/3 1.7/4.312.4/6.1 3.4/8.4 5112.E 81 95 161 I 246 1 355 797 68 I 143 242 369 1 533 738 1116 190 323 492 710 984 1594 30 I 66 80 132 ) 197 280 664 62 121 198 295 i.420 576 996 161 263 393 560 768 1327 1.513r1.513 1.5/3 j1.5/3.7 2c1/5.34.7/11.7 1.5/3 1.513 1.5/3 1.5/3.712:115.3 2:9/7.34:7/11. 1.5/3 1.5/3 1.5/3.7I2:1/5.3 2.9/7.3i4.7/11. 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. 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%4 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. Boise Cascade E"'P - Eastern Svecifier G,irle • 0810412 75 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] 1W VERSA-LAM®2.0 3100 Double Ply 1W VERSA-LAM82.0 3100 or 3/2" VERSA -LAM 2.0 3100 Triple Ply 1%" VERSA -LAM® 2.0 3100 or 51/4" VERSA -LAM 2.0 3100 Quadruple Ply 1'/" VERSA -LAM® 2.0 3100 or 7" VERSA -LAM 2.0 3100 71/." 9'/z" 11%" 1 14" 7'/a" 91/V j Ill/." 14" 16" 18" 1 24" 9Y:" 11%" 1 14" 1 16" 118" 20" 24" 11'/., 14" 16" 18" 20" 24" 6 954 1330 1782 1 2245 1908 1 2660 i 3564 4491 5234 1 5232 5226 3990 5346 6736 7851 7848 7845 7838 7128 1 8981 110467 10463 10459 i„_ 10451 2.215.5 3.1/7.6;41/1025.1/12. 2.2/5.5 3.1/7.fid.1/10.25.1/12.9 6/15 ' 6115 6115 3A17.61,4.1110.25.1/12.9, 6/15 ! 6/15 6115 6/15 1/10.25A/12.9, 6115 6/15 i 6/15 6115 8 482 933 1225 1511 1 659 12.917.1 3.8/9.4,4.61 3919 3913 2800 3674 r 4532 54175879 5876 5870 4899 6043 7P22 7838 7834i--- 7826 2/4.9 2.917.1 3.8/9.44.6/11. 2/4.9...6/15 6 115 2.9/7.1{3.8/9.4 4.6/11.65.5/13.6 6/15 1 6/15 1 6115 3.8/9.414.6/11.65.5/13.8 6115 6/15 6/15 326 693 932 1138 651 1 1386 1 1864 2275 2689 3132 3126 2079 12797 1 3413 1 4033 ' 4698 1 4695 1 4688 3729 4550 5378 6263 16259 6251 10 247 556 494 1111 1 i.. 1667 1.5/3.1 2.7/6.6 3.6/8.934.4M 1.5/3.1 2.7/6.613.618.9 4.4/10.45.2/12.9 6/15F6/15 2.7/6.613.6/8.9,1.4/10.95.2/12.9 6115 1 6115 1 6/15 3.6/8.9 4.4/10.95.2/12.4, 6/15 6115 6115 244 552 I 833 1 1012 487 1 1104 1 1665 2024 2384 ' 2765 2839 1 1656 2498 3037 1 3576 4148 4265 4259 3330 1 4049 1 4767 1 5531 5687 5679 11 186 418 815 1 - 371 835 1 1631 1253 2446 3262 1.5/3 2.3/5.8 3.5/8.814.3/10. 1.5/3 2.3/5.813.5/8.84.3/10.7i5/12.615.8/14.6 6/15 2.315.8 3.5/8.8i4.3110.715112.6;5.8/14.6 6/15 6/15 3.5/8.814.3110.715/12.6j5.8114.6 6/15 6/15 12 187 143 1.5/3 1 424 322 2/4.9 1 733 1 912 628 - 3.418.4 4.2110. 374 286 1.5/3 848 1 1465 643 1 1256 2/4.9 13.418.4 1 1823 F- 4.2/10.54.9112.35.7/14.3 1 2141 1 2475 j - 2601 6/15 1272 965 214.9 2198 1 1884 3.4/8.4 1 2735 4.2/10 54.9/12.35.711144.3 3211 3713 1 3907 6/15 3901 6/15 2931 2512 3.418.4 1 3647 4.2/10.54.9/12.35.7/14.3 4281 4951 j 5209 6115 5201 6/15 146 332 623 1 829 292 665 1247 1658 1942 2240 2399 997 1870 1 2487 1 2913 3360 3604 3598 2494 3316 3884 4480 4806 4797 13 112 253 494 1 810 225 506 1 988 1619 759 1482 2429 1976 3238 1.5/3 1.714.2 3.117.84.1110. 1.5/3 1.714.2 3.117.84.1110.44.8 112.lii5.6/14 6115 1.7/4.2I3.1/7.8i4.1/10.44.8112.115.6114 6115 6/15 3.1/7.8,41/10.44.8/12.1i5.6/14j 6115 6/15 116 265 521 1 734 233 530 1 1043 1467 1777 1 2046 2226 796 1 1564 2201 2666 3068 1 3345 3338 2085 2934 3554 4091 4459 4451 14 90 203 396 648 180 405 791 1296 608 1187 1944 1582 2593 1.5/3 1.5/3.6 2.8/7 1 4/9.9 1.5/3 1.5/3.61 2.8/7 1 4/9.9 4.8/12 5.5113.8 6115 1.5/3.61 2.8/7 4/9.9 4.8/12 5.5113.81 6/15 6115 2.8/7 4/9.9 4.8/12 i5.5/13.8' 6115 6/15 94 215 423 638 188 429 11276 1638 1 1882 2076 644 1 1268 1914 2456 2823 3120 3113 1691 2552 3275 1 3763 1 4159 4151 15 73 165 322 527 146 1573 494 965 1581 2360 - 1286 2108 3146 1.5/3 1.5/3.1 2.5/6.113.719.2 1.5/324.7/11.8j5.4/13.6 6/15 1.5/3.1,2.5/6.113.7/9.2i4.7/11.85.4/13.6 6/15 6/15 2.5/6.1 3.7/9.24.7/11.85.4/13.6, 6/15 6/15 77 176 347 1 560 153 1 352 695 1120 1443 1742 1944 528 1042 1680 2165 2613 2923 2917 1389 2240 2887 ; 3484 3897 3889 16 60 136 265 1 434 121 271 530 868 1296 1 407 795 1303 1944 - 1060 1737 2593 1.513 1.5/3 2.2/5.4 3.518.6 1.5/3 1.513 12.2/5.4 3.5/8.6,4.4/11.115.4113.4, 6/15 1.513 12.2/5.413.5/8.6 4.4111.15.4/13.4. 1 6115 1 6/15 2.2/5.4 3.518.E 4.4111.i5.4/13.4 6/15 6/15 63 146 289 476 127 292 ' 577 1 951 1277 1 1597 1829 438 1 866 1427 1915 j 2395 2749 2743 1154 1902 1 2553 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 1 1539 339 663 1086 1621 2308 884 1448 2161 3078 1.5/3 1.5/3 1.9/4.8 3.117.8 1.513 1 1.5/3 11.9/4.8 3.1/7.814.2/10.55.2/13.1 6115 1.5/3 1.9/4.8 3.1/7.8 4.2/10.55.2/13.t 6/15 6/15 1.9/4.8 3.1I7.8 4.2110.55.2113.1 6115 6115 53 122 242 1 399 106 244 484 799 1137 ' 1422 1726 367 726 1198 1705 2133 2572 1 2588 1 968 1 1598 1 2274 2845 3429 3451 18 42 95 186 305 85 191 1 372 610 910 1 1296 286 558 915 1366 1944 744 1220 1821 2593 1.5/3 1.513 1.7/4.3i 2.817 1.5/3 1.5/3 11.7/4.31 2.817 1 419.9 4.9112.31 6/15 1.513 11.714.31 2.817 1419.9 4.9/12.35.9114.91 6/15 1.714.3 2.8/7 4/9.9 4.9/12.35.9/14.9 6/15 103 1 205 ; 339 89 206 1 410 677 1016 ' 1275 1634 310 615 101E 1 1524 ! 1912 2336 2450 820 11354 2032 1 2549 3115 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 ' it653226863310371548122043024 1.5/3 1.5/3.8'2.5/6.3 1.513 1.513 11.5/3.8 2.5/6.3 3.7/9.34.7111.7 6115 1.5/3 1.513.8 2.5/6.3 3.7/9.34.7/11.711.7i5-.7/14.3 6/15 1.513.E 2.516.3 3.7 / 9.3 14.7 /11.7 5.7114.31 6115 88 175 289 75 176 1 350 579 869 1149 1551 263 525 868 1303 i 1723 2105 232E 699 1157 1737 2297 2807 3101 20 69 136 222 62 139 271 445 664 945 208 1407 667 996 (1418 1 1944 543 889 13271 1890 2593 1.5/3 1.5/3.412.3/5.6 1.5/3 1 1.5/3 11.5/3.4 2.315.E 3.4/8.44.4/11.1 6115 1.513 I1.5/3.4 2.315.E 3.4/8.44.4/11.1!5.4/13.6' 6115 1.5/3.4 2.315.E 3.4/8.4 4.4/11.1'5.4/13.6 6/15 65 130 216 54 130 I 260 431 649 928 1407 194 390 647 973 : 1393 1735 2111 520 662 1297 1 1857 313 2815L225210216746104204334499710157306501748106514614086689971420 1.5/3 1.5/3 11.9/4.7 1.5/3 1 1.5/3 1 1.5/3 1.914.7 2.8/7 4/9.9 6115 1 1.513 € 1.5/3 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 99 1 164 98 ( 197 329 496 711 1288 146 296 493 744 1 1066 1453 1932 395 658 1 992 1422 1 1937 1 2576 24 79 129 80 157 257 384 547 121 236 386 576 820 1125 314 515 768 1 1094 j 1500 1.513 11.6/3.9 1.5/3 1 1.513 1.6/3.9 2.3/5.9:3.318.3 6/15 1.5/3 (1.513 1.6/39 23/59,'3.3/8.314.5/11.3i 6/15 1.513 1.6/3.9 2.3/5.913.3/8.3!4.5/11.3; 6/15 76 ! 128 75 153 1 256 387 1 555 1164 112 j 229 1 383 580 1 833 ( 1150 1747 305 511 773 1110 1533 2329 26 62 101 63 124 202 1020 013.31.513 1.513.3 1.5/3 1.5/3 1.5/3 3 205 2.8307.115.9 14 1 553 5 53 1 S0/3.3 255 12.8 7.1 3 989.7 5.9514. 129 ?5 % 1 54720/5 12 867.1 3.9 907 5 903914. 60 I 101 58 120 202 306 441 1001 87 180 303 459 661 914 1501 240 404 612 882 1219 1 2001 28 49 I 81 51 99 162 242 344 816 76 148 243 363 517 709 1224 198 324 484 689 945 1633 1.5/3 1.5/3 1.5/3 ! 1.513 rl.5/3 1.7/4.312.416.1;5.5/13. L5/3 1513 1.5/3 17/43 2.4/6.113.4/8.45.5/13.7 1.5/3 1.5/3 1.7/4.3I2.4/6.1 3.418.45.5113. 30 81 66 1.5/3 95 1 80 1.5/3' 161 1 132 1.5/3 246 355 197 280 1.513Y7 1/5.3 861 1 664 5.1/12. 68 1 62 1.5/3 143 121 1.513 242 198 1.5/3 369 533 ( 295 1 420 1.5/3.7 2.1/5.3 2.9/7.3 738 576 1291 996 5.1/12. 190 1 161 1.5/3 323 263 1.5/3 492 393 1.5/3.7i2.115.3 710 560 984 768 2.9/7.3 1721 1327 5.1/12. Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the rapacity 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. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'/ inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boise Cascade EWP - Eastern Specifier Guide • 08/04/2015 Nailing VERSA- LAM® & Nailing Parallel to Glue Lines (Narrow Face)0) ` Perpendicular VERSA -RIM° to' Glue Lines Wide Face) Products VERSA -LAM® 1:4 1800 Rimboard VERSA -LAM® VERSA -LAM® 15116' 13/4" 31/V & Wider All Products Nail Size O.C. End O.C. End O.C. End O.C. End in] in] in] in] in] in] in] in] 8d Box (0.113" o x 2.5") 3 1'/2 2 1 2 j '/2 2: 2 8d Common (0.131"o x 2.5") 3 2 3 2 2 1 2 1 10d & 12d Box (0.128"0 x 3", 3.25") 3 2 3 2 2 1 2 1, 16d Box ' (0.135" o x 3.5') 3 2 3' 2 2 1 1 2- 1 10d & 12d Common & 4 3 4 3 2 1 2 1 2 1 216dSinker0.148"e x 3" 3.25" 16d Common 0.162"o x 3.5" 6 4 6 3 2 2 1 2 2 Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM11/1VERSA-RIM0. Use nails as specified by Simpson Strong -Tie. 77 VERSA .LAMj0 Design Value Glue Lines Narrow Face) Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1W thickness and greater, 2 rows of nails (such as for a metal strap) are allowed (use %" minimum offset between rows and stagger nails). Allowable Allowable Moment Allowable Allowable Moment Width Depth Weight Shear Moment of Inertia Width Depth Weight Shear Moment of Inertia Grade in in Ib/ft[lb] ft-lb] in' Grade in in Ib/ft[lb] ft-lb] in° 0 Q N O ut 1 Y2 3Y2 1.5 998 776 5.4 5Y4 8.0 5237 6830 63.3 5'Y2 2.4 1568 1821 20.8 5/z 8.4 5486 7457 72.8 7'/4 11.0 7232 12566 166.7 7Y4 3.2 2066 3069 47.6 9'/4 14.1 9227 19908 346.3 3'/2 1.8 1164 1058 6.3 9'/= 14.5 9476 20937 375.1 5'/2 2.8 1829 2486 24.3 7Y4 3.7 2411 4189 55.6 11'% 17.1 11222 28814 622.9 5Ya 9% 4.7 3076 6636 115.4 11% 18.1 118415 31913 732.6 1'/4 0 9'Y2 4.8 3159 6979 125.0 14 21.3 13965 43552 1200.5 11'% 5.7 3741 9605 207.6 16 24.4 15960 56046 1792.0011'/ 6.0 3948 10638 244.2 00 Mo CN J1 OfLu Q w 14 7.1 4655 14517 400.2 18 27.4 17955 70011 2551.5 16 8.1 5320 18682 597.3 20 30.4 19950 85428 3500.0 18 9.1 5985 23337 850.5 24 36.5 23940 120549 6048.0 24 12.2 7980 40183 2016.0 9'/4 16.6 12303 26544 461.7 5'/2 5.6 3658 4971 48.5 7'% 7.4 4821 8377 111.1 9'/z 17.1 I 12635 27916 500.1 9% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 9'h 9.6 6318 13958 250.1 117/8 21.4 15794 42550 976.8 3Y2 711'% 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 117/8 12.1 7897 21275 488.4 16 28.8 21280 74728 2389.3 14 14.2 9310 29035 800.3 18 32.4 23940 93348 3402.0 16 16.2 10640 37364 1194.7 18 18.3 11970 46674 1701.0 20 36.0 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 1 Equivalent Tension Compression Specific Gravity Modulus of Horizontal Parallel to Compression Perpendicular to for Fastener Elasticity Bending Shear Grain • Parallel to Grain Grain Design E(x 106 psi)(') Fb (psi)(2)(" Fv (psi)(2)(4> Ft (psi)(2)(5) Fcli (psi)(2) F_ L (psi)(v(e) SG) Design Property Grade VERSA -LAM" Beams 2.0 3100 2.0 3100 285 2150 3000 750 0.5 VERSA -LAM® Studs 1.72650 1.7 2650 285 1650 3000 750 0.5 VERSA -LAM® Columns 1.82750 1.8 2750 285 1825 3000 750 0.5 1. This value cannot be adjusted for load duration. b. lenslon value snail be multiplied by a lengtn factor, (4/L)"" wnere L _ 2. This value is based upon a load duration of 100% and may be adjusted for other load durations. member length [ft]. Use L = 4 for members less than four feet long. 3. Fiber stress bending value shall be multiplied by the depth factor, (12/d)'' where d = member 6. Stress applied parallel to the gluelines. depth [in]. Design properties are limited to dry conditions of use where the 4. Stress applied perpendicular to the gluelines. maximum moisture content of the material will not exceed 16%. Boise Cascade EINP - Lasterr Specifier Gufii=': • 08!04'2,015) Lw Allowable Axial Load (lb) . , C: 3%" x 3'/2 ' 31/z ' x 4%" 3% ' x 51 ' 3'/z" x 5'/2" 3% ' x 7" o J 100% 115% 125% 100% 1 115% 1125% 100% 1 115% 125% 100% 1115% j 125% 100% 1 115% 1 125% 4 15,265 16,750 17,650 19,100 20,950 22,070 22,920 25,150 26,500 24,020 i 26,350 27,770 30,570 1 33,545 35,345 5 12,830 13,770 14,320 16,050 17,220 17,910 19,260 21,505 207185 21,660 22,530 25,690 27,580 28,680 6 10,580 11,190 11,540 13,240 13,990 14,440 15,890 20,670 16,800 17,335 16,645 17,605 18,165 21,190 22,410 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 13,755 14,410 14,795 17,510 18,350 18,835 8 7,295 7,590 7,765 9,120 9,490 9,710 10,950 11,400 11,660 11,475 11,945 12,215 14,610 15,210 15,555 9 6,155 6,375 6,500 7,700 7,970 1 8,130 9,245 9,575 9,765 9,685 10,030 10,230 12,30 12,770 13,025 10 5,250 5,415 5,510 6,570 6,770 6,890 7,885 8,135 8,280 8,260 1 8,525 i 8,675 10,520 10,850 11,040 1.1 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6,990 7,100 7,120 ' 7,325 7,440 9,065 9,325 9,475 12 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 6,150 6,195 6,355 6,445 7,885 8,090 8,210 13 3,455 3,535 3,580 4,320 4,420 4,480 5,185 5,310 5,380 5,435 5,565 j 5,635 6,920 71080 1 71175 14 1 3,050 1 3,120 1 3,155 3,820 3,900 3,950 1 4,585 1 4,685 4,740 4,805 4,905 4,965 1 6,115 6,250 6,325 3%" x 71/4 ' 51/4" x 51/4 ' 5'/4" x 5%" 51/4 ' x 7" 5'/4 ' x 71/4" 100% 115% 125% 100% 1115% 125% 100% 1115% 1125% 100% 1 115% j 125% 100% 1 115% 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 27,095 28,910 29,975 28,390 30,295 31,405 36,160 38,590 i 40,000 37,450 39,960 41,420 9 10 11 12,770 10,895 9,390 13,225 11,240 9,660 13,490 11,440 9,810 23,815 20,950 18,500 25,180 22,005 19,340 25,980 22,620 19,820 24,950 21,950 19,385 26,385 23,060 20,260 27,220 23,700 20,770 31,770 27,950 24,690 33,600 1 34,670 29,360 30,190 25 180 ' 26,450 32,910, 28,960 25,570 34,800 30,420 26,720 35,910 31,260 27,400 8,170 8,380 8,500 16,420 17,085 17,475 17,200 17,910 18,305 21,910 22,800 1 23,320 22,690 23,620 24,15012 13 7,165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 1 20,680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17,510 18,110 ; 18,460 18,140 18,760 19,110 15 11,820 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16,330 16,850 17,150 16 10,690 11,005 11,185 11,200 11,530 11,720 14,270 14,690 1 14,930 14,780 1 15,210 15,460 17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13,320 13,520 13,420 13,790 14,010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12,250 12,560 12,740 19 8,110 8,310 8,420 8,500 8,705 8,825 10,820 11,090 11,240 11,210 11,480 11,640 20 7,455 7,625 7,720 7,810 7,990 8,090 9,950 10,170 10,300 10,300 10,540 10,670 21 6,870 7,020 7,105 7,195 7,355 7,445 9,1701170 9,370 i 9,480 9,490 9,700 9,820 22 Allowable. Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of record or Boise Cascade EWP Engineering for multi -piece column design. 3) Allowable loads are based on an eccentricity value equal to 0.167 multiplied by either the column thickness or width (worst case). 4) Allowable loads are based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction NDS), 2005 edition. For side or other combined bending and axial loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). 6) Lateral loads (wind loading) are not considered in this table. Modulus of Elasticity: E = 1.8 x 106 psi Bending: Parallel to Gluelines (Beam): Fb = 2750`(12/d)"' psi Perp to Gluelines (Plank): Fb = 2500`(12/d)"' psi Compression Parallel to Grain: Fcti = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): Fcii = 750 psi Perp to Gluelines (Plank): F 1= 450 psi Tension Parallel to Grain: Ft = 1650 psi Allowable Design Values Product Bending Fb [psi] Compression Parallel to Grain F. [psi] Modulus of Elasticity E [psi] Horizontal Shear Fv [psi] VERSA -STUD® 1.7 2650 2650 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1,300,000 150 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). Repetitive member and size factors have not been applied. For further design information, please see VERSA -STUD 1.7 2650 Eastern Tall Wall Guide. Base Cascade EVVP - Eastern Specifier Guide • 08/04f2015 New BC FRAMER® represents a huge technological leap L to help you improve the efficiency and profitability of your engineered wood products business. Boise Cascade will provide you what we believe is now the industry's best design software, offering far greater productivity than even our current version of BC FRAMER®. This new software package will help your design department work faster and accomplish more. You don't get paid to do drawings, but at least now you can do them in less time, and better. Shrink design time with BC FRAMER® model sharing. Save time & prevent mistakes with best -in -industry file integration. Experience the efficiencies of BC FRAMER® whole house modeling. Draw floor and wall plans simultaneously with BC FRAMER®: Check the plan every possible way with BC FRAMER® full 3-D viewer. Create a master plan and multiple options that can be quickly selected and exported to a plot -specific file in a few minutes — a fraction of the time it could have taken in the past. Information can also be obtained at 1-800-405-5969 or email us at EWPSupport@BC.com. BC CALC® is simple to use, yet robust enough to analyze most all joist, beam, and column applications. Once an analysis is run, the user may print an easy -to -read design report that displays the span and load information with the analysis results. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, and studs all in one convenient program. In addition to BCI® & AJS® Joists, VERSA -LAM®, and BOISE GLULAM®, BC CALC® also offers the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program needed to analyze structural wood members. 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! BC VA LVa Analysis for Engineered 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 le_ . ibs.s. .Y xJ j`.,v vrn 61K Y4[a.v,raC•a b u'33mv:e;r-3acr G=tr 11 tr,110w $t% tt 5F}g.%G:1iG' I ova. kS.it fi Y'4tEGi a j{ To Download BC CALC US, https://www,bcconnect.com/bcdeployer/index,htm INg 1" e._ at,• er3aa , o 9 eN `.e`uswtj 9i.. i.i tip w i.aliba P61 i. ,,... ..:..., H•®-wP isrXi-a.-- .......s,E,J?'p.• i•hi yb#i M#S'i C: k 1 .:Ya hsl i. t M .sl @p :s E{:} GvF§6 Sk M'e4: h.Ahs.+ilw i•e• H el4 1}Y#iY aw Pi=s M3vY W 4gi Y33 Ii`h: i it+S }r yt faF..N+9i! 4Vf $-b •J f ke r I. rNiK4 r•a"e +wi•a si. U`,AE K+7 lK§b i'Y t lF-'S$5 •q ;y y tPY.•W{.p s iDMkyjkStxfr no Ntl fit 4'f 3 Vfi'sG SI ylipykpf +efs=It e{ etier Akio R •N,rub ivtk.>H RN•sa OSE hJ kk tva Fs' ci b'k f T F'- k',.ifi .» tX ,+k +'}: 1+4»fa ,.s 4e. #r{ +t+•+: MI A': qif iY N;k t 7'e[ tt 4tl n4 Ks. ck,9'4 U'+k sae+rA kpkPA:a tk+M Y4+k°s liku'kwsv. If :Ywilti'aYvi P:rie Cr k Hs inRfrE$'c®iq{i+++: vo-e liiF#3gf e'yy°-Ra Skkf Y I°@5'S rtS }:i¢yP i'bA'w5$=.s'M'a`f.4. stl i [II•ttLi. P: fc:Ki4X+•Aa•tl,ka5", Ara=r:+r+.ast2.sa+swiehretlz. v y faj+atM'rvs'sc.un-.s+k n.p-r,+. .o-it4s5s NP:iFfi".dk"+R. a ka r„rt,'va3 tl_'011t d'.381k.f#miaTa Boise Cascade Gtit? - Ea ,`pe i i 1 . _, Asa .....Framing Connectors Sim son Stron Tiep9 ITS j. I S SUR/L Joist Depth gCl® Hanger Capacity Ibs Header Nailin Joist Joist4S1.81/9.5 De th Hanger Capacity Ibs Header Nailin Joist Joist Depth gCl® Hanger Capacity Ibs Header Nailin Joist 9/2" 4500s ITS1.81/9.5 993 6-10d 9,/„ 950 8-10d 4500s SUR/L1.81/9 1081 12-16d 2-10dx1%" 5000s 6000s ITS2.06/9.5 ITS2.37/9.5 993 1225 6-10d 6-10d S2.06/9.5 S2.37/9.5 950 950 8-10d 8-10d 5000s 6000s SUR/L2.0619 SUR/L2.37/9 1097 1343 14-16d 14-16d 2-10dx1Y" 2-10dx1%" 6500s ITS2.56/9.5 1225 6-10d S2.56/9.5 950 8-10d 6500s SUR/L2.56/9 1343 14-16d 2-10dx1'/z" 11%;' 4500s ITS1.81/11.88 1068 6-10d 11% 4500s IUS1.81/11.88 1185 10-10d 1t,„ 4500s SUR/L1.81/11 1306 16-16d 2-10dx1'/" 5000s ITS2.06/11.88 1068 6-10d 5000s IUS2.06/11.88 1185 10-10d 5000s SUR/L2.06111 1350 16-16d 6000s 6500s ITS2.37/11.88 ITS2.56/11.88 1237 1237 6-10d 6-10d 6000s 6500s IUS2.37/11.88 IUS2.56/11.88 1185 1185 10-10d 10-10d 6000s SUR/L2.37/11 1385 16-16d 2-10dx1'/:" 6500s SUR/L2.56/11 1385 16-16d 2-10dx11/z" 2-10dx11/" 60s ITS2.37/11.88 1237 6-10d 60s IUS2.37/11.88 1185 10-10d 60s SUR/L2.37/11 1385 16-16d I 2-10dx11/" 90s ITS3.56111.88 1518 6-10d 90s IUS3.56/11.88 1420 12-10d I 90s I SURIL410 1906 14-16d 2-10dx1'/" 14' 4500s ITS1.81114 1075 6-10d 14 4500s IUS1.81/14 1420 12-10d 14 4500s SUR/1-1.81/14 1675 20-16d 2-10dxl'/z" 5000s ITS2.06/14 1081 6-10d 5000s IUS2.06/14 1420 12-10d 5000s SUR/L2.06/11 1693 18-16d 2-10dx1'/" 6000s ITS2.37/14 1262 6-10d 6000s IUS2.37/14 1420 12-10d 6000s SUR/L2.37/14 1693 18-16d 2-10dx1%" 6500s ITS2.56/14 1262 6-10d 6500s IUS2.56/14 1420 12-10d 6500s SURI/L2.56/14 1693 18-16d 2-10dx1'/" 60s ITS2.37/14 1262 6-10d 60s IUS2.37/14 1420 12-10d 60s SUR/L2.37/14 1693 18-16d 2-10dx1'/" 90s ITS3.56/14 1520 6-10d 90s IUS3.56/14 1420 12-10d 90s SURIL414 2050 18-16d 2-10dx1'/" 16 4500s ITS1.81/16 1081 6-10d 4500s IUS_1.81/16 1660 14-10d 4500s SURIL1.81114 1887 20-16d 2-10dx1%2' 5000s ITS2.06/16 1087 6-1Od 5000s IUS2.06/16 1660 14-10d SOOOs SUR?L2.06111 1920 18-16d 2-tOdx1%i' 6000s ITS2.37/16 1268 6-10d 6000s IUS2.37/16 1660 14-10d 6000s SURiL2.37114 1920 18-16d 2-10dx1%" 6500s ITS2.56/16 1268 6-10d 6500s IUS2.56/16 1660 14-10d 6500s SURIIL2.58114 1920 18-16d 2-10dx1Y" 60s ITS2.37116 1268 6-10d 60s US2.37/16 1660 14-10d 60s SUR?L2.37/14 1920 18-16d 2-1Odx1%z' 90s ITS3. 56/16 1520 6-10d 90s IUS3.56/16 1425 14-10d 90s I SURIL414 2250 18-16d 2-10dx11/2" Y . it MIT B U / HU MILI IIT i LSSU Joist Depth BCI® Hanger Capacity Ibs Nailin Header Joist Joist Depth gCl® Hanger Capacity ribs]Header NailingJoist Joist Dentin BCI® Hanger Capacity Ibs Nailing Headerl Joist 9/z, 4500s MIT49. 5 2305 8-16d 2-10dx11/" 4500s MIU3.5619 2305 16-16d 2-10dxl'/" 4500s LSSU125 995 9-10d 7-10dx1'/" 5000s MlT4. 1219.5 2305 8-16d 2-10dx1%" 91/„ 5000s 6000s MIU4. 12r8 MIU4.7519 2305 2305 16- 16d 16-16d 2-10dx1'/" 2-10dx1'/" 9/ 5000s 6000s LSSU2. 06 LSSU135 995 995 9- 10d 9-10d 7-10dx1'/ 2' 7-10dx1'/" 6000s 114117359.5-2 2305 8-16d 2-10dx1%" 6500s MIT39. 5-2 2305 8-16d 2-10dx11/:" 6500s MIU5.12<9 2305 16-16d 2-10dx1'/" 6500s LSSUH310 1425 14-10d 7-10dx11/" 4500s MIT411. 88 2305 8-16d 2-10dx1%" 4500s MIU3.561'11 2880 20-16d 2-10dx1'/" 4500s LSSUI25 995 9-10d 7-10dx1'/" 5000s M174.12111.88 2305 8-16d 2-10dx1 /" SOOOs MIU4.12?91 10 2880 20-16d 2-10dx1 /" 5000s LSSU2. 06 995 9-10d 7-10dx1'/" 6000s MIT35N.88.2 2305 8-16d 2-10dx1%" 6000s M1U4,75?11 2880 20-16d 2-10dx1/" 6500s MI73i1. 88-2 2305 8-16d 2-10dx1/" 11Ye" 6500s M1U5.1211i 2880 20-16d 2-10dx1%" 11'/" 6000s LSSU135 995 9-10d 7-10dx11/" 60s MIT3511. 88-2 2305 8-16d 2-10dx11/" 60s MIU4.75/11 2600 20-16d 2-10dx1'/" 6500s LSSUH310 1475 14-10d 7.10dx1'/" 90s B712111. 88 3800 14-16d 2-10dxV/2" 90s HU412-2 3275 22-16d 2-10dx1'/' 60s LSSU135 995 9-10d 7-10dx1 h" 14 4500s MIT414 2305 8-16d 2-10dx1%" 4500s MIU3.56i14 3170 22-16d 2-10dx11/2" 90s LSSU410 1625 14-10d I 12-10dxl/" 5000s MIT4. 12114 2305 8-16d 2-10dx11W' 5000s M1U4.12;14 3170 22-16d 2-10dx1Y" 4500s LSSU125 995 9-10d 7-10dx1'/" 6000s MIT3514. 2 2305 8-16d 2-10dx11/' 14 6000s MIU4.75114 3170 22-16d 2-10dx1'/" SOOOs LSSU2.06 995 9-10d 7-10dx1Y" 6500s MIT314$ 2305 8-16d 2-10dx1%a" 6500s MIU5.12114 3170 22-16d 2-10dx1'/" 14 6000s LSSU135 995 9-10d 7-10dx11/" 60s MIT3514- 2 2305 8-16d 2-10dx TW 60s MIU4.75/14 2700 22-16d 2-10dx11/" 6500s LSSUH310 1600 14-10d 7-10dx1'/" 90s 87.12114 3800 14-16d 2-10dx1%r" 90s HU414.2 3870 26-16d 2-10dx1'/" 60s LSSU135 995 9-10d 7-10dx1Yz" 16" 4500s MIT416 2305 8-16d 2-10dx11/z" 4500s MIU3.56116 3455 24-16d 1 2-10dx1'/" 5000s LBV4, 12116 2460 10-16d 2-10dx1'/z" 5000s M/U4.12116 3455 24-16d 2-10dx1'/" 90s LSSU410 1625 14-10d 12-10dx11W" 6000s M1T4. 75116 2305 8-16d 2-10dx1'/" 6000s MIU4,75?16 3455 24-16d I 2-10dx1% 0 For more information, call Simpson Strong -Tie at1-$00- 999-5099 orvisit their websitaat www,strongtie.com General Notes Sold Italic bangers 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 V per foot. Leave 1/,6' 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 /az . For proper installation of the VPA, the 2-10dx11/2" 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 orsawnlumber (Douglas fir orsouthern 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 1Wand 2", respectively. 6500s M1T5.12116 2305 8- 16d 2-10dx1M" 16„ 6500s MIU5.12116 3455 24-16d 1 2-10dx1'/ 60s MIT4.75/16 2305 8-16d 2-10dx1'/" 60s MIU4.75/16 2725 24-16d 2-10dx1'/" 90s BT12116 3800 14-16d 2-10dx11/" 90s HU414-2 3780 26-16d 2-10dx1Y" s - Y . . ... THAI d a" arm VPA Joist De th BCI ® Hanger Capacity Ibs Nailing Header Joist Joist De th BCI ® Hanger Capacity Ibs Ffastener Too Plate Rafter 9,/„ 4500s THA11.81122 1181 6- 10d 2-10dx1'/z" 4500s LSSUI25 995 9-10d 7-10dx1%i' 5000s THAl2.06122 1181 6- 10d 2-10dx1%" 5000s LSSU2.06 995 9-10d 7-10dx1'/" 6000s THA13522 1393 6-10d 2-10dx11/' 91/„ 6000s LSSU135 995 9- 10d 7-10dx1'/" 6500s 7HA1322 1393 6-10d 2-10dx1 4" 6500s LSSUH310 1425 14-10d 7-10dx1'/" 11 /° 4500s THA11,81122 1443 6- 10d 2-10dx1'/" 4500s LSSUI25 995 9-10d 7-10dx1Yz" 5000s THAl2.06122 1443 6- 10d 2-10dx1'/" 5000s LSSU2.06 995 9-10d 7-10dx1Yz" 6000s THA13522 1443 6-10d 2-10dx11/2" 6000s LSSU135 995 9-10d 7-10dx1'/" 6500s THA1322 1443 6-10d 2-10dx1%," 11 /° 6500s LSSUH310 1475 14- 10d 7-10dx1%" 60s THA13522 1443 6-10d 2-10dx1%" 60s LSSU135 995 9-10d 7-10dx1'/" 90s THA1422 1715 6-10d 2-10dx1'/" 90s LSSU410 1625 14-10d 12-10dx1'/" 14" 4500s THA11,81122 1600 6- 10d 2-10dx1'/" 4500s LSSUI25 995 9-10d 7-10dx1Yz" 5000s THAl2.06122 1600 6- 10d 2-10dx1%" 5000s LSSU2.06 995 9-10d 7-10dx1 6000s THA13522 1600 6-10d 2-10dx1Y" 6000s LSSU135 995 9-10d 7-10dxl2" 6500s THA1322 1600 6-10d 2-10dx1'/" 14„ 6500s LSSUH310 1600 14-10d 7-10dx1''/Y' 60s THA13522 1600 6-10d 2-10dx11/z" 60s LSSU135 995 9-10d 7-10dx11/" 90s THA1422 1715 6-10d 2-10dx1'/" 90s LSSU410 1 1625 1 14-10d 12-10dx1'/" Fvise Oiscade L sF Eus i (r Guide - _01 1 Framing Connectors USP Structural_ConnectoU THO TFL THE SKH Joist Depth BCI® Hanger Capacity Ibs Header Nailin Joist Joist De th gCl® Hanger Capacity Ibs Nailin Header Joist Joist De th BCI® Hanger Capacity Ibs Nailing Header I Joist 9,h„ 4500s TH017950 993 6 10d 2 1O&II/V 9h 4500s THF17925 910 8 10d 2 1Odx1'h" 9h 4500s SKH1720LIR 1153 14 10d 10 1Odxl'A" 5000s TFL2095 993 6 10d 2 10dx1'h" 5000s THF20925 910 8 10d 2 10dx1%2' 5000s SKH2O2OLIR 1153 14 10d 10 10dxlh" 6000s TFL2395 1225 6 10d 210dx1%" 6000s THF23925 1275 12 10d 210dx1'/" 6000s SKH2320L/R 1384 14 10d 1010dx1'/" 6500s TFL2595 1225 6)10d 2 10dx1'/2" 6500s THF26925 1275 12 10d 2 10dx1'h" 6500s SKH252OL/R 1384 14 10d 10 10dxl'h" 11/• 4500s TH017118 1068 6 10d 2)10dx1'/2" 11 4500s THF17112 910 8)1Od, 2 10dx1%" 11/8 4500s SKH1720LIR 1434 16)10d 5000s TFL20118 1068 6)10d 2T10dx1'/2" 5000s THF20112 910 8 10d 2 10dx1%" 5000s SKH2O20L/R 1434 16)10d 10)10dxt/2" 10 10dxtf" 6000S TFL23118 1237 6 10d 2 10dx1%" 6000s THF23118 1300 14 tOd 2 10dx1h" 6000s SKH2320L/R 1434 16 10d 10 10dx1'h" 6500s TFL25118 1237 6 10d 2 10dx1h" 6500s THF26112 1300 14 10d 2 10dx1'h" 6500s SKH252OL/R 1434 16 10d 10 10dxl/2" 60S TFL23118 1237 6 10d 2 10dx1h" 60s THF23118 1300 14 10d 2 10dx1%" 60s SKH232OLIR 1434 16 10d 10 10dx1%" 90s I TH035118 1589 10 10d 2 10dx1%2" 90s THF35112 1612 16 10d 2 10dx1%" 90s SKH41OLIR 1900 16 16d 10 16d 14" 4500s TFL1714 1325 6 10d 14„ 4500s THF17140 1075 12 10d 2 10dx1'h" 14„ 4500s SKH1724LIR 1562 16 10d 10 10dx1'h" 5000s TFL2014 1081 6)10d 2)10WI/V 2 1Odx1%" 5000s THF20140 1081 12 10d 2 10dx1'/V 5000s SKH2O24LIR 1562 06 10d 10 1Odx1%" 6000s TFL2314 1262 6)10d 2 10dxl'h" 6000s THF23140 1350 18 10d 2 10dxl'h" 6000s SKH2324LIR 1562 16 10d 10 10dx1Y" 6500s TFL2514 1262 6 10d 2 10dx1'/2" 6500s THF26140 1350 18 10d 2 10dx1'/" 6500s SKH2524LIR 1562 16 10d 10 10dx1'h" 60s TFL2314 1262 6 10d 210dx11/2" 60s THF23140 1350 18 10d 210dx11W" 60s I SKH2324LIR 1562 16 10d 101Odx1%" 90s TH035140 1625 12 10d 210dx1'/2" 90s THF35140 1650 20 10d 210dxl'A" 90s SKH414LIR 2050 22 16d 10 16d 16" 4500s TFL1716 1081 6) 10d 2 10dx1Y2" 16„ 4500s THF17157 1475 24 10d 2 10dx1'h" 16 4500s SKH1724LIR" 1690 16 10d 10 10dx1'/2" 5000s TFL2016 1087 6)10d 2 10dx11h" 5000s THF20157 1465 24 10d 2 10dx1'h" 5000s SKH2O24LIR 1562 16 10d 10 10dxl'h" 6000s TFL2316 1268 6)10d 2 10dx1%" 6000s THF23160 1362 22 10d 2 10dxl'h" 6000s SKH2324LIR 1690 16 10d 10 10dx1'h" 6500s TFL2516 1268 6)10d 2 10dx11h" 6500s THF26160 1362 22 tOd 2 10dx1'h" 6500s SKH2524L/R 1690 16 10d 10 10dx1%" 60s TFL2316 1268 6 10d 2 10dxl'h" 60s THF23160 1362 22 10d 2 10&1Y2" 60s SKH2324L/R 1690 16 10d 10 10dx1'h" 90s TH035160 1660 12 10d 210dx1%" 90s THF35157 1687 22 10d 210&1'h" 9Os SKH414L/R 2250 22 16d 10 1x1 THO Double BPH THE Double HD LSSH Joist De th gCl® Hanger Capacity Ibs Header ailin oist Joist De ih gCl® Hanger Capacity Ibs Nailin Header Joist Joist Depth BCI® Hanger Capacity Ibs Nailin Headerl Joist 4500sl TH035950 2050 10 10d 210dx1Y2" 4500s THF35925 1370 12 10d 210dx1A" 4500s L 79 114 10 10d 710dx1'/z" 5000s TH020950.2 2330 10 16d 6 10d 5000s THF20925-1 1390 12 10d 6 10d 9,h-- 5000s L 20 1140 10 10d 7 Odx1%' 9h 6000s TH023950-2 2825 10 16d 6 10d 9h 6000s THF23925-2 THF25925-2 1625 14 10d 6 10d 6000s LSSH23 1140 N0 10d 7 10dx1"' 6500s LSSH25 1412 10 10d 7 10dx1'h" 6500s TH025950.2 2825 10 16d 6 10d 6500s 1390 12 10d 6 10d 4500s LSSH179 1412 10 10d 7 10dx1'/" 4500s TH035118 2050 10 10d 10dx1%" 4500s 1825 16 10d 2 10dx1'h" 5000s LSSH2O 1140 10 10d I 7 10dx1'h" 5000s TH020118-2 2330 10 16d 2 6 10d 5000s THF35112 THF20112-2 1855 16 10d 6 1Od 6000S LSSH23 1140 10 10d 7 10dx11h" 6000s TH023118-2 2925 10 16d 6 10d 6000s THF23118-2 1855 16 10d 6 1Od 11 a, 6500s LSSH23 1140 10 10d 0dxl'h" 6500s TH025118.2 2925 10 16d 6)10d 11'/8" 6500s THF25118-2 1855 16 10d 6)10d 60s LSSH23 1140 14 16d 12 tOdx1"' 60s TH023118-2 3212 10 16d 6 10d 60s THF23118-2 1855 16 10d 6)10d 90s L H35 1920 14 16d 12 10dx1"' 500s L 1 9 1140 10 1Od 7 10dx1Y2" 90S BPH71118 3455 10 16d 6)10d 90s HD7120 2255 16 16d 6 10d 5000s L H2O 1140 10 1Od 7 0&1'h" 4500s TH035140 2315 12 10d 210dx1'h" 4500s THF35140 2320 16 10d 210dx1'h" 6000s LSSH23 1140 10 10d 710dx1'h" 5000s TH020140.2 2330_ 10 16d 6 10d 5000s THF20140-2 2320 20 10d 6 10d 14' 6500s LSSH23 1675 10 10d 7 1Odx1'h" 6000s TH023140-2 3350 12 16d 6)10d 6000s THF23140-2 2540 20 10d 6 10d 60s LSSH23 1140 14 16d 12 10dx1Y" 14" 6500s TH025140.2 3350 12 16d 6 10d 14„ 6500s THF25140-2 2500 20 10d 6 10d 90s LSSH35 1920 14 16d 12 10dx1'h" 60s TH023140-2 3535 12 16d 6 1Od 60s THF23140-2 2540 20 10d 6 1Od 4500s L H179 1140 10 10d 7 Odxt'/2" 5000s L 0 1140 10 10d 7 10 x1'2" 90s BPH7114 3455 10 16d 6 1Od 90s HD7140 2820 20 16d 8 1Od 6000s L 1825 16 10d 7 1Odx11 " 4500s TH035160 2359 12 10d 2 10dx1'h" 4500s THF17157-2 2425 22 10d 2 10dx1%" 16" 6000s LSSH23 1825 10 tOd 7 Odx1 5000s TH020160-2 2330 10 16d 6 10d SOOOs 60S LSSH23 1140 14 16d 12 10dx1%" 6000s TH023160-2 3137 12 16d 6 10d 6000s THF23160.2 3050 24 10d 6)10d 90S 5 9 16d 10 1"' 16" 6500s TH025160-2 3137 12 16d 6 10d 16„ 6500sl HF25160-2 3000 24 10d 6 10d 9U S P 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 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 %1' per foot. Leave'/6" clearance (1/8" maximum) between the end of the supported joist and the head of the hanger. For BCI® Joist applications, consult USP for capacity reduction. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber Douglas fir or southern pine species). Minimum support width for single -and double -joist top mount hangers is 3": (11/2" for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is 1'/." and 2", respectively. 60S TH023160-2 3535 12 16d 6 10d 60s THF23160-2 3050 24 1od 6)10d 90s SPH7116 3455 10 16d 6 10d 90s I HD7160 1 3385 24 16d 8 10d MSH TMP I Joist Dept BCI® Hanger Capacity Ibs Header ailingJoist Joist De th gCl® Hanger Capacity Ibs Fastener To Plate Rafter 4500s 4500s TMP175 1125 6 10d 4 10dx1%" 5000s 5000s TMP21 1125 6 10d 4 10dx1%" 9% 6000s 9 6000s TMP23 1375 6 10d 4 10dx1'h" 6500s 6500s TMP25 1375 6 10d 410dx1'h" 4500s 4500s TMP175 1150 6 10d 4 10dx1 " 5000s 5000s TMP21 1290 6 10d 4 10dx1%' 6000s MSH2322 1431 6 10d 4 10dx1 " 6000s TMP23 1425 6 10d 4 10dx1 " 11'/e" 6500s MSH322 1431 6 10d 410dx1h" 1'l/a, 6500s TMP25 1425 6 10d 41OW'W' 60s MSH2322 1431 6 10d 4 10dX1 /2" 60s TMP23 1425 6 10d 4 10dxV/V 90s MSH422 1862 6 10d 6 1061 90S TMP4 1800 6 10d W 1Odx11h" 1 4500s MSH1722 1550 6 10d 410dx1h" 4500s TMP175 1150 6 10d 41Odx1%" 5000s 5000s TMP21 1290 6 10d 10dx1%" 6000s MSH2322 1550 6 10d 4 10dx1 " 6000s TMP23 1525 6 10d 44 10dx1 14" 6500s MSH322 1550 6 10d 4 10dxth" 14„ 6500s TMP25 1525 6 10d 4 10dx1%" 60s MSH2322 1550 6 10d 410dx1Y2" 60s TMP23 1525 6 10d 410dXV2 90s 1 TMP4 1850 6 10d 410dx1%' 4500s MSH1722 1668 6 10d 410dx1'A" 4500s TMP175 1150 6 10d 410dx1%" 5000S 5000S TMP21 1290 6 10d 4 1Odx11/2" L90s MSH2322 1668 6 10d 4 10dx1Y" 6000s TMP23 1550 6 10d 4 10dx1'h" 166000s 6500s MSH322 1668 6 10d 4 10dx1Yz' 16 6500s TMP25 1550 6 10d 4 10dx1%" 60s MSH2322 1 1712 6 10d 410dx11/2 60s TMP23 1550 6 10d 41Odx1'/z" 90s 90s TMP4 1900 6 10d 41Odx1'i' Boise Cascade EbVP • Eastern Soedi er Guide • G8,04 2015 Boise Cascade has a proven track record of providing quality wood products and a nationwide building materials distribution network for our customers, helping them to enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only wood purchased in compliance with a number of green building programs. Take a moment to view our sustainability certification site at http://www.bc.com/ sustainability/certification-audits/ or view our green brochure at www.bc.com/instl1. Boise Cascade Engineered Wood Products throughout North America can now be ordered FSCO 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 Construction. Boise Cascade Engineered Wood Products are available as PEFCO Chain - of -Custody certified, SFI® Chain -of -Custody certified and SFI Fiber -Sourcing certified, as well as NAHB Research Center Green Approved, enabling homebuilders to also obtain green building points through the National Green Building Standard. Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI° Joist, VERSA -LAM°, and ALLJOIST° 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, callgqj'f 1-800-232-0788,)r BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. Your Dealer is: If no dealer is listed, call 1-800-232-0788 For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Boise Cascade Engineered Wood Products Great products are only the beginning Copyright © Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 f RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form SANFpRD Permit # # 1 $ - 2 8 6 pARTM Project Location Address }cIa--m h l c` As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll Up Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 0 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 CorpRoofin CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA, Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 6/9/2017 Florida Building Code Online 77 aCIS Horne In UserLog ' Registration I Hot Topic Subm(C'Surcha rge l Stats & Facs ! Publications FBC Sta`f BCIS Site Map I Lirks I search j bProduct ApprovaI g USER: Public User Product Aooroval Menu. > Product or Application Search > Application List > Application Detail r i FL 4FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, DH 435I7 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory swinging Exterior Door .Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. Validation Checklist - Hardcppy Received Certificate of Independence FL15000 R2 COS Certificate Of Independence odf Referenced Standard and Year (of Standard) Standard Year AAMA/ W DMA/CSA101/I, S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https:/ifloridabui ldi ng.org/pr/pr_ppp_dtl.aspx?param=wGEVXQwtDquS73F r2Zyi PozAnA6CzH Q3yM Kg2Hy8°/`2fuCfc2M R iSC82t+j%3d%3d 1/3 6l9/2017 Florida Building Code Online FL15000 R2 Eguiv FL - 15000 Equiv of Standards.odf Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved c„mm of Products Method 1 Option D 05/29/201S 06/28/2015 07/05/2015 08/19/2015 FL # Model, Number or Name Description -I 15000.1 a. "Fiber -Classic" or "Smooth -Star" 618 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions FL15000 R2 IS INST 15000.1.pdfApprovedforuseinHVHZ: Yes 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 Other: See INST 15000.1 for Design Pressure Ratings, any Evaluation Reports FL15000 R2 AE EVAL 15000.1.pdf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions 1 2 Approved for use in HVHZ: Yes FI 15000 R2 Ir INST 5000 od` Verified By: Lyndon F. Schmidt, P.E. 43409ApprovedforuseoutsideHVHZ: Yes Created by Independent Third Party: YesImpactResistant, No 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 "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000,3 c. "Fiber Classic" or "Smooth-Star" E n-Impact" Opaque Fibergiass Door with &without s) - Outswing (X, OX or XO, OXO, XX, OXXO rations) Limits of Use ation Instructions Approved for use In HVHZ: Yes 0 R2 II INST15000.3.pdApproveddBy: Lyndon F. Schmidt, RE. 43409. for use outside HVHZ: Yes Created by Independent Third Party: YesImpactResistant: No Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 3 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 and sidelites, which have been stained or painted within 6 months of installation.) I 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.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 Other: See INST 15000.4 for Design Pressure Ratings, any Evaluation Reports FLiS000 R2_AE EVAL 15000.4.pdf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This prod uct"approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15 000.5 e. "Fiber -Classic" or "Smooth -Star' 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing ff Inswing (XX Configurations) https:i'lfioridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquS73Fr2ZyipozAnA6CzHQ3yMKg2Hy8%ZfuCfc2MRiSC82w%3d%3d 2/3 6/9/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000 5 Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This *product approval requires the use of "J" past number doors, which have been stained or painted within 6 months of installation.) 15000.6 f. Tiber -Classic" or "Smooth -Star" 16'8 "Non -Impact Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.E Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.6.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors, which have been stained or painted within 6 months of installation.) Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The. State of Florida is an WEED employer. Copyright 2007-2013 State of Florida.:: Privacy Statement Accessibillty Statement Refund Statement Under Florida law, email addresses arepublic. records. If you do not want your e-mail address releasedin response to. apublic-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 Deparment with. an email address if they have one.. The emaiis provided maybe used for official communication with the licensee. However email addresses are: public. record. If you do not wish to,supply a personaladdress, please provide the Department withan emali 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: cthFct Credit Card Safe https:// floridabui ldi ng. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquS73Fr2Zyi PozAnA6CzH Q3yM Kg2Hy8%2fLiCfc2M Ri SC82w%3d%3d 3/3 Z'-'Ag Ag zo o 1121: do INMRIOR 36,07 WAX DOOR HORrZONTAL CROSS SEC77ON P4RWDTH \3 DOOR PANEL 4= 45A35*--- 1. U EEQ EXTERIOR INTERM l3i 16 C" S"-E ------ T (ISEPR CLI-111 CFISM CL.ASS?C) DOOR B6NEL Fiber Clcosic in 02/.24/72 svl-P N,T.S. 2-"\ VETMCAL CROSS SECTION m. By, IK DOOR PANEL — IYiLFS 3mwoz —I' 5., 12 1z, l,"2" IN. 40 Jo 1%Y' GIA55FFGLASS 1/2" MIN, GLASS 61TE GLASS THK. 1 8" 7ERfOR 4D 8'l TEMPERED c1 iEMPEREDEXGLASS AIR SPACE AIR SPACE 25" STEEL 1/8 .25" STEEL 118" INTERIOR 1NTERCEPT TEMPERED WTER10R _ INTERCEPT TEMPERED SPACER GLASS SPACER GLASS AO 41 SEE NOTE 1 40 29 SEE NOTE 1 5„ lN lATED Gl SS v .5" INSULATED GLASS W! SMC LFE FRAME QlA7fNr 2Ena PVC UTE FRAME GLAZING DETAIL 13,7375" MAX PANE. WIDTH 7,125"MA) D.LO_ WIDT E 1 Stt NUIL l s` I HORIZONTAL CROSS SECTION U 4 SIDEU7Y PANEL z s 1 2752 2589' 10 I I (~-1.676 6 O 11 PLASTID LP L1TE 111,10E / PLASTIC LIP UTE FRAIAE EXTRUDED PVC EttRUDEO SMC 1077' I,pg'112 VEFMCAL_CROSS SEC77ON I I j J SIDEU7E PANEL C1LJJ_`1 e 1. Spacing for iiem #29 & J41 (lits frame screws) is as fatfows: From the bottom tip on sldes 6.5", with (7) mare spaced at 9.875" o.c, Mare are (Z) screws bath top and bottom at 2.125" in from each S1DELlT£ TOP & BOTTOM RAIL r;1 57DFa.TiE BLANK SIDE SRLE comer. FINGER JOINTED PONDEROSA PINE, SD=0.43 F1N NtE'U PONDEROSA PINE, SG-O,,3 WEL)TE PANEL Smooth Star ae N.S, er: JK = r. in: 1F5 wiNc N" • i FL-150D0,3 xr 4 a -L2 c EKMIO HORIZONTAL CROSS SECTION 1-114, MIN_ EMR. Mp.) hiORIZCNTAL CROSS SECTION 1-1/4" MIN. EMS. (TYP) a 9 r vvvl li CZ OM y 0 7. The sldefite is direct set into the jamb w7th (72) Sa item $4 a A8 x 2" pfh. Wood screw. There are 4) of eooh vertical jamb, from the top down at IM5 , 31", 48Z" & 56". Thee are (2) at the header at 4" from the outside corners of the frame. There are, (2) at the sill, 4" from the outside corners. b. IN JK t sc Lr'3 WM No.: FL—i5OM43 m 7 of 12 4. y: I IIMULllON l Ik SHOWN FDR fl l i MASOhIRY 49 I I REFERENCE fl i OPENING TYP, I -HEAD II MULLION II JAMBS (I SHOWN FOR I I E! REFERENCE It f I! I I 2X BUCK jj U II I I II 11 x ^ li l ASTRAGAL II II Q SHOWN FOR II II it REFERENCE II n ci II p it Q II p it II II II II II QOUBLE W/SIDELCYES BUCK ANCHORING MASONRY OPENING CONCRETEANCHOR NOTES- T. Concmtednahortoodfiahs fthecnrt] maybeadfustedtomaidalnthe mB1. 2X BUCK edge d. ance to morfrff jointz 2. Concradeanchortocatiansnoted as kW. ONCENrrR"n7mt7.eadWadt maintain tt7e mirt. edge dstance to mcrtarjoirzls, cdditiondcancrete anchors maybe mqutred to ensure the "MAX ON CI:NFEW dunension cre not exceeded. 3_ Canmte anchortable: 01. g., agar{.. lu lM 1 80ANC EATB6 l3' hS8fJ7t_ 70:hiASONRk- IG].rrj,CEh`_L';;. 1L1N TAPCONa 1/ S' 1-1/4r 2" A° EIGCJ ® ULTRACON 3/ 4" T•7/4 i" 4" all Z A" MASONRY 49 OPENING TYP } HAD& JAMBSk TIE) IEm idz o$ 2X BUCK o o H mia 1 Q - ASTRAGAL cy E , 00o Ta ,( SHOWN FOR x ^ REFERENCE 4 II 7 m I IJ II MULLION II JI SHOWN FOR II I J 49 REFERENCEitTYP. HEAD do JAMBS II J1 ff II Il II Il II Il II II Z MULLION I i Iq d S 1 SHOWN FOR J REFERENCE II II 11 Il MASONRY OPENINC 2X BUCK x N. T.S. r Em JK c ar.. LFS 1Y1Nc N- FL- 7 5000.3 zr -L arLZ r 78.88")833' 7A.6F v c g ••Km.0z°4 po p YI''..rY'j(1 Y T nppZvi M i N J p O E vz 27 3a 27 TYP' 27 TYP. TYP. - n I 325" 325 o t" F- LnT vm OJS" • 0.75' k N 0.063' V] 2 SEE NOTE 1 O 4 F aj I J II t mm 02/24 12 z NOTE: ASTR4G4L DETNL scum N.rs. 5 mrc, er. JX p 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP cmK en LF5 AND THE BOTTOM. oFaFL Not n F1, -75000.3 a srm 11 OF 12 THERMAITRU THIElw-MA 'TRIU DOORS TT® 7Ho7fyT7trq[. Ou., Eoarc"Tn N. PH 3 l7 FIBER CLASSIC" f "SMOOTH STAR" 60 INSWING wl & WOUT SIDELITES FIBERGLASS DOOR NON -IMPACT" GINERAL NOM t. This product has been evoluated and k in comp@mice W11h the Sih Ed Aon,12014) Ffarhda 6uflding Code [FBCI siNchRal roquiremenis ihcludmg the'high Velocity Hurrioane2ome" {t{VtW. 2. Proauetanctmtssholl bens Wed and spaced asshown on det ifs_Anchorerrbeciment to base material shall be beyond wai dressing orstucco, 3. When 7hed fn ihe'HUFR" thls product 'sraqulred to be profeeted Wl1h an fmpmtreslstant covering itxrt mmpGes with Section 1626 of the M. 4. Whem used hn areas outside of the Wind bone deinds pioiection INs product is required to be protected vAh an Impact resistant covering that compfi5sw Mection 1 M9.12af the 75a 5. For2x stud horning conslnlc6oh, anchoring of tflese unitsshall be the some as*)m shcwn for 2c y buczmmonrycornfru}fon. d. Slie conditmnsfhot device Lvm the details of this drawing requte furhhefenghearing analysts by g alicensed eng"meerarre9blered architect. 7,Thisproduct does notmeetihewaterkiltrotionrequkameatsfWhe"HVHr.imvfngL iLSshollbe s futmlledontyinnon4iobQdbteareasorathabitabiefoca6oraprotectedbyanoverhangor canopy such 9hatfhe arigle between the edge aicavopy or overtmnp to sUl [ less than o degrees. 7detE OF COMENA SRgET# DFSCRIPNON f Typlcal elevations, demIgnpmssefes& genefd ncras 2 Door panel details Smooths" 3 Doorpanal detais (Fiberclamc) 4 Sirtepte panel details & Glazing details 5 Vertical cromsecffors 6 Hotonfalcross secrrons 7 Hoftontdcrosssec5ors g euckAnrhorfng 9 Frame anchoring 10 Frame anchoring it Astrogddetaits 12 M of matenafs & Campo Des tE s 0 37. WMA7L oVEZALL FRAI.IE WHIM A D SEE DETAIL A"/ 7 5HM 6 5 DOUBLE W/S70ELE' ES f oxxo SEE DETAIL A'/ i SHEET 8 5 pCUSLExx rr l s1NLrSEE DEA1L "A7/ T 2!Sii£ET 6 5 5 W1r4F W%51DELl7 E5IN$NINC UNjf 0);0 Eml '' u -51 a9 •i.4 '!N a',zi'.t9 d 1 % ';,G3 9 4 _ a (: yl} .ys Ir FR'7i" I en F2— I5000. n rT i of 72 m IN-. -is 55 IA 56 EXIERIOR 1pi U XWMAK DOCR INTERIOR PA14ELWIDTH t4 I'l"'\ HORIZONTAL CROSS SECTION DOOR PANEL M-TU-1 4.037' OM6' I Z46' DMER-ICR INTERIOR ma oSim 5' STI-E OP "I Smooth Star wra 02/24/12 i Tc N.T4 VMCAL CROSS SECTION JKlltRAJL (-2 S' T T TAI 2 OCOR PANEL LFS FL 13 sKIDU z or 72 a. 38 a .• i .. .......rt;: In 76 ({i 0 Di i d 76 o n ro o 69O7 1744- II 17 o ra = m 1T . d. NvMt m RaLL r E oz4S z 2O , d. _ ,• 36 a 20 42 ;`;"r ?" 39 37 c 3'•n N a 430oN3 '".j•.,.. •' SEE NOTE i 1 y o 47 <: •.t NEE NOTE 2 34 A c3 483' 30 y 1 < } 20 , FXTFRIf3R :` , t • 7N'ERfORi' U E R O 7N7'ExfOR EX7't7R1CR ` c U _ r __ SEI: 4 S t NOTE 2 0 47 v .£ 45 a r•c; SEE NOTE 2 IA "`• D. i`, 3 VERTICAL CROSS SECTION\\ r' 5 Snown w/ix sub—bu=k zy 28 - v' 40 13 t` OP77ONAL SURFACE BOLTS ON ACTIVE PANEL 30 79 J5 ( SEE DESIGN PRESSURE CHART) o ti 31 F, 17 r' 'ti. av 7, : `c ".y SES NOTE 7 NOTE: w S a .'° '. e.• '.` a .• t, ` I r • t 7. TJte sidetfte is direct sat into the jamb with (f2) e . '.a - Item J43 a #8 x 2' pfh- wood screw. There ore (4) a s I ' • +•- at eachh vertfool jamb, from the ton down at 13.5. n 2 a 31', 48.5' & 66"_ Thera are (2) at the header at a':02 24 T2 z 4" from the outside comers of the frame. there ore sru.e N.T.S y 2) J13 a 08 x 2-112' pfh. wood screw of the avc, ac JK s sJT, 4' from the outside comers, cnK sr ]5 eNaNe NO_ VERTICALCROSSSECTION .] VERTICAL GROSS SECTION 2. OP7101dAL SURFACE 80LT5 ON ACTIVE PANEL a J— (SEE DESIGN PRESSURE CHART) Ft-75000. 4 w wrET 6 oK „j7 i Z, 5fE NOTE 1 A< 7, The s;delite fa direct set Ittto the jambj r7f77*1Sl SS`St rG nmiwith (72) ;tem J43 a aye x 2' Rfh. Wood 43 screw. There are (4) at loch vertical 4 z mjomb, from the top down at 134". 31 ACTIVE y EE. 5 . W 485' do e6l. There are (2) at the header ng R Z f° m T e at 4" from the outside aomem of the frame. there am (2) J13 a #H x 2-1/2' e r ?': "` V` a a az i• -.{ • _ j;: pfh. wood screw of the eif7, 4" from the n '• c 7 O•} a ;., outsde comers. y-r IN'fERIDR 46 ao to 36 45 4 f DUAJL A y z 41 29 35 15 OFTONAL SURFACE BOLTS ON ACTIVE PANEL z 17 1 114° MIN. SEE DESIGN PRESSURE CHAR) F Qmz PM& Mpo w o IN=0 3 HORi20Ni-AL CRO55 SECTION 6 a m22 0.1b"MIhL C-SNK 24 8 7 SEE NOTE 1 27 5 7 43 33 z 0 G1 INACTIVE j I ACTIVE EXTERIO10 t'`iI - r1.•. 4',` '. . t . C, f' v}'t r`4l P y • 13 JN7ERIOR 4 36 44 a 07 9 10 37 45 orre: 02 24 12 scar: N. r IOR utrc. i8 crz. sr. LFS d i HORIZONTAL CROSS SECTION HORIZONTAL CROSS SECTION DUA" ; g FL^15000.4 p 6 secEr 6 or 2 0 4 4- 11 II !I tie z 38 II I MASON MASON RY mmOPENINGTYP- HFAD ASTRAGAL OPENING TYP. HEAD& JAMBS i rniI I I t I I 11 SHOWN FOR I I JAMBS ASTRAGALIISHOWNFOR m 8 v d REFERENCEIIf I I 2X BUCK f REFERENCE 2X SUCK II it If B II I rN Ii MULUON II IAUiLION I II SHOWN FOR it SHOWN FOR 1I REFERENCE REFERENCE Il d c'cs 9 asII 11 1 II II >< 0 P)Um61111 0 DOU6lF DOOR W/STD I 4 c•`i.'>'.".:C"; LF DOOR mow_ 2 om DUCK ANCHORING 4" KI AN,CHORING 4. l e,,C ti• _ 8¢-I--Fw1 a II MASONRY {I OPENING I I s8 II I1 HEAO I i MASoNRY dPENING B TYP.HEAD G II JAMBS II JAMBS II II II 2X BUCK 2X BUCK I "MULUONCQNCAh'CHORNOIES: 1.Concrutsgncharlacationsatthe comersmoybeadjustedtomdnfalnthe min. II SHOWN FOR Il REFERENCE II I I edgedistancein, mortarjoinis. 2. Concrete anchorbcat;onsnoteclas'MAXONCZN75rmustbeadiusfedto I a: 1 p mdrrtaln the mFrt_ edge d-Oanceto mortorJofitc. oddl3ianoP concrste anchors may be requ red to amum the MAX ON C-7ta R" crimensian are not e=a—fed_ 3 Concrete arctiartable MULLION FOR I I SHOWv Q I REFERENCE I I ti pa a 2 a Ilf i II l i a' o 02/24/12 i it If scat: N.T.s 3 5 NGL v L cwiHONCL FL- 15600.4 a SUCK p OR W/C0 ti AN CHORIlNG BUCK SI LE DOOR ANCHORING sir 8 arm C M; C-iFA•RAf7CE.:J4iR:L'Et A'Rr1AYE 9_ r"uFr_ `•.; ITW TAPCON 1/4" 1^T/4" 2" 4" ELCO ULTAAC: ONm 1/4" 4' w8" SEE DETAIL 2" W/2X BUCK ASONNG INSTALIA7111 OPENIW 7X BUCK I STALLA7ICN FRAME `r3 JAMBS a 3UCK iv ZX BUCK SEE DETAIL '7' SEE DETAIL A?. SILL An THESE- (2).ANCHORS' T REQ'D ONLY WHEN III --jfl r OP > 4-7 PsF 1 T D" ..._ 1 I— A" DOUBLE DOOR W/SOELIiES CQNCRETEANCHOR NOTES: T. Concrefa onchorfocations at the comers maybe adjusted to mmntaln themin. edge cwmce to mortarjoints. 2_ Concrete amchorlocaftont natad dr WAX. ON CENTER" mustbe adjusted to maintain the min edge distance to mortar)oirrt5 addWonol concrete anchors maybe,equYod to emure the AW..ON CEM r dimension ore not exceeded. 3. Concrete ancbor•table: TAPG6N® 3/ib" 1.1/4F WOO17 SCREW M57AUA77ON NOTES 1. Maintain a rrnimum 518" edge dstance, 1' end distance, & T' o c. spocB,B of woodscrewa to pmventthe spPeng otwood a WSONRY, OPENING 4+ FRAME 2X SUCK SEE DETAIL — A" V. INSTA 1HN5CALI. BUCK TYF. HEAD & JAMBS 0 BUCK 77P. SILL t g SINGLE DOOR W/SJOELMS 73 49 30 30 W/ 2X HUCK i3 0 31 31 INSTALLATION f3 W// 1X BUCK 48 JIJSTALLATION DETAIL " 3' DETAIL u ASTRAGAL & SURFACE 60LT STRIKE PLATES (91 HEAD 13 if 31 c, 0 73 30 30 ETAI " 1' DETAIL p 4^ SURFACE 0L 5TRJKE PJATE THRESHOLD a a 0 a a2 24 1 Z i x BY: JK m t m LFS lwm tag Iq FL- 15000.4 d s¢ f 9 CF 72 0 DETAIL "3'° i 4 iluN VIEW MASONRY OPENING FRAME 2X BUCK sEE DfiAIL '7" SEE DESA$L 2' i3 w/2X 6UCK INSTALLATION 3$ W/1X BUCK a 1NSTALLATIDN k Tr?. HEAD AMaS O 9 Irv. $iLL SEE DETAIL "4" 1 I 8....._.i Lw A" DOUBLE DOOR CONCR:'rFANCHOR NOTES: T. Cohcrefsanchorlocationsatfhecomersmaybe adjusfedtorn hteinfhemin- edge distance to mortar joint- 2. Concrete orlchorlocalionsnofed os "AiA X ON CENTER,smLzst ba adjurtod to maintain the mfn. edge distance to mortar joints, dddrronal concrete anchors maybe required to ensure the "MAX, ON CEN7ER"dTnerson ore not sxceeded_ 3• Concrefeanrhorlobfe_ a4€: iR#SC MErtrayJiSOi7Rl'::, 3L;!{D:TJkLI;f Irv! TAPCONm TA GP ON31tb" 1-7/4 3" 1.T/T WOOD SCREW IN57ALiAAON NOTES a I- Mainfoi nmv-nlr f Waodsrsewsfc of wood. O yr • A b" 13 W/2X BUCK INSTALLATION W/ 1X BUCX MASONRY 35 INSTAI.[ATION OPENING TYP- HFAn SO JAbeS FRAM E X' y 2X BUCK SEE L? DETAIL So . 5. 14 TIP. SILL t h4}. b' 1NGL b00R W/ 1X BUCK INSTALLATION i3 12 W/2X BUCK JN5TALLATPON73 10 10 DFfAfI "; 10 OETAIL ' S" W/ 7X BUCK 50 INSTAUATION W/ 7X BUCK 73 INSTALLATION QL7AL - 4" WEW A" —A" f • X••• ti rZ rr rltlf Ii11 lxA`` z m ax 48 3D 30 W/ 2x BUCK 73 0 INSTALLATION 31 31 W/ 1X BUCK INSTALLATION 48 DErAIL " ' G ASTRAGAL & SURFACE BOLT o a STRIKE PLATES ® HEAD 4 c gn m w 37 31 a o z o . 2 DAM 02 24 12 'z 30 0 30 axn r; JK m' DETAIL " 1" cw ar LFS 3 SURFACE BOLT STRIKE PLATE z RwlYr 174 THRESHOLDFL- 15000.4 0 10 OF 72 ;,f 1 Q r iu•, 18.83" 18.38' 20,d3'— 185" 14.39"--{Ln zmd 27 27 TYP 27 TYP.n o m 2 4.5 o 45" 3.2T gg7t a 323" 6 IItt C,DV N y 24 SEE NOTE 1 24 0 11II Vm 02124 T2 0 N.T5. a 24 ASfRAGA[ DETFJL o w ar: s NOTE m{'F. er. LFS 3 1. 7HE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP FL-i5000.4 AND THE BOTTOM. GUM 5S d r:-.. ..._.r+..:sa,:.r-,•,e.-,..•,,.rem.... :.+.rt,.,.msF-,.v rrr...rne..zr,-,"c+v:m*x..,a.w:a...rn:,..s..,.,r,±•.. m...-r..,,._..........:.. r..,.,......,r..ecn,ar..e..-;:,._..,tv. x...-.rv._.,.,....s..,.... 51 Run DE5CRlP90N dfAie ra! FJ6ER WSAC (n) PANFl SKIM 217 A11N. 7H1C FBcRG[.4^xS BY r THMMA-TRb WM yldd cuen2Df 15(mY=OX0 Fl6ERGuss TA SM0007N 515 k PANEL brJN 0.07 )#1 L TJXfQi 6Y THFSAlA-7RU 00 Tld el n9lh riiRLn )=6GOD d FSEMASS 2 3 FC TDP RAIL FC WGH STILE WOOD CONf'0.SREcomma 4 FC HINGE SIRE PG+70EFOS4 P1RF>0.43 D00 s E 5 FC BMW RAIL i1tlOD GDNPOSTIE6OUTPer*NE fOALT (1.91bs DBii;2 FZAN 7SNORTREAGHMmext=DN wtmhU? DDF FOW 8 LU!!G W.—PRESSION f9EA7VErSlRIP 9 4' x -HUGE X37" 1t1K Sm SlFk7. 10TDx3cLePFHWDDDsMrr LSISORA9 - 3D00 PSI OX CONCRETE GONFUR MG TO ACI 3of iYt riJllrSM/ BLOC# CDNFD 1110 TO A5111 711 1 10 z 2' LG F1N 14D00 SCREW STlFJ. 13 x 2 i 2' LG. PPH WOOD SCR& SiEFL 14 14" X 2-1/4- ffW PFH CONCRETE SC&3V 15 SIDEUTE &71TDAl BCOr .090' LMVDFD V1M7. WIYL 6 2z BUCK SG 3- 0,55 Ntl OD MOD17NA.Y 4K9 T " S lSA7FRLJ. 8 xiVURET PASSdGE LOCK - SI6NATLRE SERIES 19 SBF AWDS m INSWING WDfE iflRF51101D A( OD 20 PONDER PIN 5 - 43 1f90D 57% DRE-0 WW ER05A PINE Sa-0.43 1YDGD KOO22 MNGE A0 ONDD70.SA PIN SC--D.4 23 Rw1KSET OEGROLT -SIGNATURE _FRIES 24 HURRICANE ASTRAGAL AUIM11RId( 24A ASWkW FUM BOLT STEEL 4B ASIR4GAL ,RUSH BOLT RFSAIN'ER ALUMINUM s .. 1X BUCK SG >- 0.b5 co TO x i-T 2' MCI) SNiEr llslAl. smw S7 251NslumODORH07NNSnEEEPWIM29 6-16 x 1-3 4' PHRLMS MT" SCREW (FOR 33 STEEL 3D SURFACE 600 SR PIA7E STEEL 31 10 x 2-r ' PHILtIPS FrAIM MOO SCREW S7EEL 32 1 8 71DG CRLUUR G4,QRTG WE SRK-QMi 33 PIALM UP LT1E Ptomt - m 34 PLASTIC LP UTE FgWE RCJSNC BLAW- MA® CPONDEMS4 Me SG=BA y, 36 9OEUIE SIDE OLE Tk7NOEROSA PAVE, SFA0,43 WOOD 37 r 10x1-3 4" iG PFN W00D SCRDV 38 7 4' r 2-J 4' P1R 91L0 OR CONCREIE SCREW STEEL 39 7 r 3--J 4 !I PFR tONCRFTE SCREW III STEEL40 S1L'CONs dlllJ: DON 755 51UCONE 41 3-10 x T ! ' PIASCTtEw R m34 y 5 I17 d: FR FAE SG-D.43 11'DOD 6 x 2' LG. Pm wliw SCREW SfEi1 44 3 x 3 B OLRRTER ROUND 11111ER JWf M ME 45 1 L x 440' OZA. BRAG 7RIN NAB. STEEL 6 WES SLRFACE BOLT 54 .ZS ShiL S(Ea 47 L 4-2D SEX BOLT W 1 4-70 1FAUl.E ENO SFtZ 48 3 16' X 3'-1 {" HW PFX L'Q4Y.'f$7'E SCREW STEII. 9 ASTRAGAL 57ma PLATE S7E8. ME50 1 4' x 3-T 4' lTYY PfH CONCRETE SCREW 54 SS TOP RAL Rt000 CODPT f7E 55 S< LAXH STRE woDD cDA PosRe 56 SS h'O:OE STILE DF. , 57 Ss BOTTOM M 46 SURFACE BOLT OVE$. .25" 2ELI i.. 56S 1. Od3" T T - ' 2b 27 WDOU FRAA4F FINGER JOINTED PCNDEROSA PINE, SG=OAZ 1g SELF ADJUSTING SADDLE 7-HRFVOLD ALUMINUMLIbM _ b46" WALL ALUM. 080" PIK YjA1,I, 1'WNYL 7YP_ o L L=- 30 SU ACE 80LT 57RIKF F18TE (7 F' aT'r a 1N' DOOR $07Tw.f SWEEP VWYL _ C80" MAX WALL, 035' ANN. WALL 76 OJSWfN _Q 0170M BCOT 0. 09" EXTRUDED VINYL WALL jtmG en .rK I F1- 1s000.4 war 12 or 12 R R W Building Consultants, Inc. B Constrldng and Engineering Servicea for th0 Building Industry C P.0.Box23aYah1c%FL33595 Phoaa813,6599197 i:7orEda 9oani aPPNresei0nal EnPJneers Certificum oPAuthoLixaQou No- 48I3 sub Category Manufacturer Product Name Therma-Trp Corporation Fiber classic" i "Smooth StartSwinginqIISIndustrialDrive8'O inswing wl and wfout Sidelitas 5xterlor Door Assemblies Edgerton, 01143517 Ffbergiass Door Phone (419)298-1740 Non -Impact, act" Soaps: 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 tlule Chapter No. 61 G20-3, Method 1 D otthe State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have narwill acquire fnancial interest in the companymanufacturingordistrrbutingtheproductorinanyotherentltyInvolvedintheapprovalprocessoftheproductnamed herein. Limitations: 1. This product has been evaluated and is In compliance with the 5th Edition (2014) Florida Bufiding Code (F60) structural requirements Including the °High Velocity Hurricane Zone° (HVHZ). 2. Product anchors shall be as listed and spaced as shown on detalls. Anchor embedment to base material shall be beyond wall dressing or stucco. 8. When used In the "HVHZ" this product is required to be protected with an Impact resistant covering that compiles with Section 1026 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind bor'na debris protection this product Is required to be protected with an impact resistant covering that compiles with Section 1600.1.2 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 detalls of drawing FL-15000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet Ahe water Infiltration requirements for the "HVHZ , inswing units shaft 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 teas than 45 degrees, 8. See drawing FL-15000.4 for size and design pressure limitations. supporffng Vocumenfa. 1. 'test Report No. TEL 01460337 A,B,C TEL 01460336-A,B,C STT'S00001 15427-107362 ATI 67608.01.166-18 ETC 0 1 -741-10701.0 ETC 01-741-107D3.0 ETC 01-741-10593.0 TEL 06-1031-3 TEL 06-1031-4 Test Standard ASTM Df33sa-03,ASTM D1929-96 ASTM 028V-99 ASTM De35.03, ASTM D1920-96 ASTM 1)2843-99 ASTM Q25-95 ASTM U4-00a ASTM 13194-96 TAS 202-94 TAB 202-94 TAS 20294 TAS 202-94 TAS 202-94 Testing Laboratory. Signed b Testing Evaluation Lab.,inc, Lyndon F. Schmidt, P.E, Testing Evaluation Lah.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratcries ETC Laboratories Testing Evaivation Lab.,lnc, Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E Rtdh, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, RE. Drawing Noti Prepared by . t dizl t-{ No. FL 1s000.4 RW Building Consultants, Inc. (CA #9813) Calculations Pre»ared bye _ Anchoring RW Building Consultants, Inc. (CA#9813) ASTM E1300 Class Load Lyndon F. Schmidt, P.E. Quality Assurance Certificato of Participation issued by National Accreditation and Managemerlt:'`t t Institute, oertifyfng that Therma-Tru Corporation Is manufacturing products within a guallty assurance program that compiles with ISO/IEC 17020 and Guide 53. Shest Signed & Sealed by Lyndon F. Schmldt, P.E. F. Schmidt, P-E. Lyndon F. Schmidt, P.E. FL PE No. 43400 212l201 s Florida Btulding Code Online Page 1 of 3 q r ° a q Flc4fda De-paf€ment4 5cls Home ! Log In User Reglstration I Hot 7oplcs Submit Surcharge Stats & Facts ! Publications ! FBC Staff BCIS Ste Map I links Search ! 3usines 7 3 1. sProfessib`naI P oductE?: Pub Use, at10USERSPublicUser Regulation pronUct Approval Menu > Product or Application Seamh > epylicatlon List > Application Detail FL # FLIS332-RZ Application Type Affirmation Code Version 2014 Application Status Approved Comments Archlved Product Manufacturer Address/Phone/Small Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code M MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@mlwd.com Brent Sitlinger bsitlinger@miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE D Validation Checklist - Hardcopy Received FL153T32 R C01 FLCQI.Ddf Standard Year AAMA/WDMA/CSA 1o1/I.S.2/A440 2005 RliI affirm that there are no changes In the new Florida Building Cade 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 rjyes ONo ON/A https:llw,vvw.floridabuildiiig.orglprlpr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products FL # I Model, Number or Name 15332.1 SERIES 420 ALUMINUM SGD Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS 15332.2 SERIES 420 ALUMINUM SGD Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant, No Design Pressure: N/A Other. REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS FLIS332 R2. COC FLIS332-COMP,1)0f Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 Description SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Installation Instructions FL15332 R2 11 08-00500C.Ddf Verified By: Luis Roberto Lomas 62514 Created bylndependentThird Party: Yes Evaluation Reports FLIS332 R2 AE 5108078.odf Created by Independent Third Party: Yes SERIES 420 ALUMINUM SGD OX, XO, XX 96"xB0" NON - REINFORCED Installation Instructions FLIS332 R2 II 08-00498C_odf Verifed By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS332 R2 AE 510805B.odf Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED OXO 145-3/4"x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 I1 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 512968A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD REINFORCED SILLIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 H 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 FLIS332 R2 AF 512969A.0f PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"X96" Limits of Use Installation instructions Approved for use In HVHZ: No FLIS332 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 FLIS332 R2 AE 512970A.Ddf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.E 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 OB-00499C.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 R15332 R2 AE SI08068,pdf PRESSURE RATINGS Created by independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Mips://www. floridabuilding. org/pr/pr_app_dtl. aspx?parani=wGEVXQwtDgtH8 5 72gvdWI... 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 SLD8086.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/44U ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 1I 08-00502C.od 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 EL1533Z R2 AE 5L08090,.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 FL 533F R2 IT OB-OOS03C.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 FLL5332 R2 AE 510810B.ndf PRESSURE RATINGS Created by Independent Third Party: Yes Beek Nevi Contact Us :: 1940 North Monroe Sheet.Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AAAEEO employer. Coeyrtoht 2007-2013 Steto of Florida :: Privacy Statement :: Accessib1IILy Stotemetl :: Refund Statement Under Florida law, email addresses are pubitc records, If you do not want your a mall address released in response to a public-mrords 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 850.497.1395. 'pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees Foensed under Chapter 455, F.S. must provide the Department with an small address if they have ane The emails provided maybe used for official communication with the licensee. However email addresses are public record. It 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: iCAicY Cr+@itit littps:l/www. floridabiiilding.org/prlpr_app_dtl, aspx?param—wGEVXQwtDgtH8 572gvdWI... 8/3 I/2015 NOTES: 1. THE PRODCC:' SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONP.Y OPENING 10 BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETc IS OPTIONAL. INHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE - SELECTION OF COATING OR MEMBRANE IS T.HE RESPONSIBILTY OF THE ARCHITECT CR ENGINEER OF RECORD. 4, ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.5 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAM= MATERIAL: SXTRUDED ALUMINUM 6063-T5, 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAS GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THG PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM, SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO e OVERHANG LENGTH/OVERHANG HEIGHT 1C,FOR ANCHORING INTO WOOD FRAMIN3 OR 2X BUCK USE #10 WOOD SCREWS WITH Sl1FFJCIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11, FOR ANCHORING INTO MASONRY/CONCRETE USE 3/1b" TAPCONS WITH SUFFICIENT LENGTH TO,ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BE"DND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSIOM RESISTANT. 14,INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORD4NCE WITH ANCHOR MANUFACTURERS INSTALLATION INSTRUCTIONS AND ANCIIORS SIVALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LFSS 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-SO, GRADE N, TYPE 4 (OR GREATER). D. METAL STRUCTURE: STEEL 180A, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO., DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REVISICNS O..-CRIFTION OAl'E PFPR7J(0 ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 IMI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX, 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES DRAWN. DHG NO, 4 V.L. OB-02249 SCAu NTS I— 10/30/13 1NIT1 OF 1C SIGNED: 12/16/2013 FF HE 95" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS CHART SPER LOCATION SEE FOR NUMBER OF LOCATIONS REQUIRED 6" MAX 6" -(M"AX- 6" AX AME IGHT 6" MAX 6" MAX SERIES 420 SGC REINFORCED WtTNOUTADAPTER EX7EWOR VIEW DESIGNPRESSURERATING IMPAO7RA77NG 35.OPSF NONE W1T H 24,32" SILL SEE CHARTS #1 AND#2 FOR OTHER UNITS RA7TNGS O£S7GN PRESSURE RATING IMPACT RATNG 25.01-28.6PSF NONE WrTH 1-1/7 SILL SEE CHARTS #3 AND #4 FOR OTHER UNITS RA77MOS C}L4RT#1 WM12-1132"SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. AI(1- G S'NPPT 1 Design pressure chart 014 Smala Panel and Total Frame VMIh In) Frarro 30,0 420 48.0 Height 6a00 m72-001 84.00 e6,0a Pos Nag Pa Neg Pas Neg I Pne I Neg 84.0 49.0 58.4 40.0 50.9 46A 45.7,U.' A$52b0.040.0 43,040.0 40.88A38.d CHART #2 Wf)H2-1A32"SILL INHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SPP N07£ 9 SHEET 1 benign pressure ehart (p&O SpiglaPaneland%talFrearrWdfhpnj l-rerrc 30.0 y 96.0 420 460 HeIgM 50,00 1 72 DD Bf00 9B.aD Pos I Reg Pus I Neg I Pus I Neg Pos I Neg 64.0 Se4 se.4 sag so.9 7 45-1 42D 42D B8.0 652 56.2 48.0 48.0 43.0 143.0 39A 39.4 s2a 52.4 621 45.4 45.4 40.a 40.R 37,1 37.1 98,0 49,6 48.8 1 1 43.1 38.4 38.4 35A 36.0 wAMNS DESteIP110N DATE APPRQVeD ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L. CHARTM WITH 1 • i12" SILL WHERE WATER INFfLTRATION AESfSTANOE IS REQUIRED. r . .- Design pressure cherf (p3G luge WNegth leneand7.01 Fams n) 3, o 3d0 420 8.0 Heht 600 70 SNT 96.OD Pos4 N3 0 26.02.0 z.0 37,4 25, 0 4a.g4 Rao 26.0 3 25-0 322 0 5.0 25.0 32 25 30.125 040.7 0D 596.0 3 31.4 25.0 28.6 CHARTA4 WITH 1- 12' SILL INHERE WA7£R INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 7 OHART #3 benign pressure chart fpso s ngle Panel and TOtal Frame 1NI to Oro Prarre 30,0 36. 0 42A d8.0 Ho1gM 60.00 7200 0 9 O In) pus Neg I Pos I Neg Pus Neg Pas Neg n4.0 47A 47.8 413 41.7 37.4 37.4 34.4 34.4 Sao 452 4$ 2 991 393 352 3 2 32,2 322 920 429 42, 9 372 372 332 25.2 303 30.3 960 0. d 35,3 35.3 31.4 21.4 28.6 b Number ofanahorlor4ttens required 5mgle Panag antl Total FfBtro Wtllh n) oA 38.0 d20 dBA Ni 6a0 Has Jamb 720 HdS lamb 84A HeS Jama 96, 0 Has Jamb Ko 4 6 S a a 6 6 6 99.0 4 6 5 0 a 6 5 5 9210 4 6 5 8 6 B 5 6 3610 4 el 6 8 6 B 6 6 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN: OM NO. R V.L. 08- 02249 NTS 047E 10/ 30/ 13 IsNEE12 OF 10 p111111/f/j y R Lowp.OF w FF 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 6" MAX 6" 0.X aME G HT 6 MAX SERIFS 420 SGO REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATINA T36.OPSF NONE WITH 2-f/32"SILL SEE CHARTS 91 AND 42 SHEtT2 FOR OTHtF tJNrrS RATINGS DESIGN PRESSURE RATING IMPACTRATING 25 01-28,6PSF NONE WITH 1-12°SILL SEE CHARTS #3 AND #4 SHEET2 FOR OTHER UNRS RATINGS REVfSIONs D6IX6v1tON GATE APPRWEtI ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L CHART#6 Number otancbor locaubnrregvlree Vrde Fanal and Total UnitV&lh(in) 960 420 42.0 60,0 T&0 8A,0 96.0 HLS 1.mb Has lamb Has lamb Has arrrbd.01t 4 6 6 6 6 6 6 6 4 6 5 6 646666666 4 6 E 6 6 6 6 6 5 3/B" 1 2 )/3z" 2 1/32" SILL ALUMINUM 6063.75,055 THICK 2" 1 1/2" SILL ALUMINUM 9063-T -055 THICK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SOD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION V.L. I o8--02249 ScuE NTS DAZE 10/30/13 SNEET3 OF 10 1/2- MIN. EDGE DISTANCE MOONS DESCRIMN DATE 0.^PRWFf) ADDED FLANGE AND FIN INSTALLATION i 12/1D/13 I R.L 1 3/8" MIN. WOOD FRAMING fMBEQ#6ENF OR 2X BUCK i BY OTHERS 1/4" MAX. n10 WOOD SHIM SPACE EMBEDMENT SHIM PACE SCREW FINTERIOR 7F1 /2DIMI EDGE STANCEN. 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIPR II_II II II INTERIOR VER71CAL CROSS SECTION WOOD FRAMINO OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLAR17Y. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WrH ASTM E21 f2 SILL TO BE SET IN A BED OF VOLKEM 116 CONSTRUCTION ADHESNE OR EQUAL EE SHEET 3 OR SILL OPTIONS MW. ENT 10 WOOD EXTERIOR SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X EUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS LLCMIWINooWW. cRosevCODS TX 75006 N'J CARROLLTON, SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" FRAME INSTALLATION DETAILS Mgt , TATE OF . cu.. DRAWN: DWG NO. RANo'°rS,SDRID`' 08^02249 NTS D" i0/30/15 ""'4 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1 /4" MAX. SHIM SPACE 10 SINS OR SELF DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTUREWST.AUATION NOTES. t. INTERIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED 7N ACCORDANCE WIi'HASTM E2112 L TO BE SET IN BED OF VULKEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS T- 7/8" MIN. EDGE DISTANCE f 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISf0fJS REV DESCRIPTION MTE' I APPROVED A ADDED FLANGE AND nN INSTALLATION 12/10/13 1 R.L 1 /4' MAX. SHIM SPACE INTERIOR m1 0 k-- EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION LLCM( WINDOWS1001 l}1R 11tpW. CROSBY RD YCARROLLTON, TX 75006 I 9'/• r,• VGENS,d' SERIES 420 SGD REINFORCED WITHOUT ADAPTER 5it 9IOFRAMEINSTALLATIONDETAILSM.-TATiq3F ry„ V. N: L owc Na. 08 D2249 A iAy NAi ALESKEETNTS DATE 10/30/13 5 OF 10 V X REV157JN5 2 1 /2" MIN. Re oeSCRI"Oli DATE AFPWVE EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/1S R.L. a 1 1/4" MIN. a. e d. EMBEDMENT 1 1/4" MIN. CONCRETE/ EMBEDMENT MASONRY y 1/4 MAX. BY OTHERS SHIM SPACE OPTIONAL 1 a 4' MAX. 1X BUCK 2 1/' 2 SHIM SPACE INTERIORTOBE PROPERLY MIN. SECURED EDGE DISTANCESEENOTE3 SHEET 1 3/16' TAPCON 3/16" TAPCON CONCRETE/MASONRY a BY OTHERS EXTERIOR IN "ERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE o "' DR EQUAL EXTERIOR 3/16" TAPCON SEE SHEET 3 JAMB INSTALLATION DETAIL FOR SILL OPTIONS OPTIONAL 1X BUCK - CONCRE751WSONRYINSTALLAT70N MASONRY/ TO BE PROPERLY CONCRETE SECURED BY OTHERS SEE NOTE,3 SHEET 1 NOTES: a, 1 1 /4" MIN. 1. INTEMOR AND EDCfEPIOR F71\1ISHES, BYOTNERS, EMBEDMENT NOT SHOWN FOR CLARITY. 2.PERIMETER AND JOlMrSEALANTBY OTHERS TO BE Q• •, c 1 I DESIGNED IN ACCORDANCE W/TH AS7M E2112 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONC RE7EW SONRY INSTALLAT ION MI WINooWw.AND LLC t. ItoRoseYDOORSCARROLLTON, TX 75006 1 ,••GENs.9 P 51 t* M-TAi SERIES 420 SGD REINFORCED WITHOUT ADAPTER INSTALLATION DETAILS9IOFRAME 0DF icS'lORl9Q: G, DRAWN: owc Aw. REv os Dz r249suE6 OF 10NTSIo/30/15 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/B" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR I I I L-U INTERIOR 0 BE SEC IN OF VULKEM 116 RUCTION ADHESIVE UAL 10 W000 SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMING OR 2X BUC? BY OTHER.' MIN. TENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTAIl.ATION NOTES: 1. INTERIOR AND EXTERIOR FINISHCS, BY OTHERS, NOT SHOWN FCR CLARITY, 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED 1NACCORDAN0F_ WrfH AST61 E2712 T- 1 3/8" MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS RE4I5101J5 06CRIPfIDN DATE I APPRCJED ADDED FLANGE AND FIN INSTALLATION 12/10/13 1 R,L 1 1/4" MAX. SHIM SPACE JAMB INSTALLATION DI=TAIL WOOD FRAMING OR 2X BUCK INS7ALLATI0N MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 v,O NSF aF.• 0y 'SSERIES420SGDREINFORCEDWITHOUTADAPTER 96" x 96" FLANGE INSTALLATION DETAILS TA OF tG` ilFiPs 40Rlo i%NA`EA O DRAMDwc o, 08-02249 Rq SCA WTENTS 10/30/13 7 OF 10 METAL STRUCTURE BY OTHERS 10 S61S OR SELF DRILLING SCRFW METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. j SHIM SPACE li 10 SMS OR SELF CRILING SCREW INTERIOR SET IN JULKEM 116 ON ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METAL STRUMR.E INSTALLATION NOTES: J. IN7EMORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE W/THAS7M E21 Y2 1/4" MAX. SHIM SPACE 7/H" MIN. EDGE DISTANCE J-- .1i 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVi510N5 n6CRiPi1ON DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 1 12/10/13. I R.L INTERIOR I-- EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI, WINoOW01 w. ANDLLCY00D5 CARROLLTON. TX 75OD6 1RI,L,ti v•y 6EN Sct A Dy6 5 *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" 4TFLANGEINSTALLATIONDETAILS0fs"`` TAT OF CRA"I owc m. REV V.L 0B-02249 A ri SLpNAtA` RCALK NTS JDKM 10/30/13 ISHEErs OF 10 2 1/2" MIN. EDGE DISTANCE a.. a j.. s z 1 1/4" MIN. a. EMBEDMENT CONCRETE/ MASONRY 1/4. MAX. BY OTHERS i SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON EXTERIOR H L1_JJ INTERIOR SILL TO BE SET IN A BED OF VULKEM 115 CONSTRUCTION ADHESIVE 3/16" TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS rd A,• 1 114" MIN. e e EMBEDMENT 2 1 /2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEW SONRY fNSTALLAT 10N REVISIONS DESCRIPTION DATE I APPR VED ADDED PIANGE AND PfN INSTALLATION 12/10/1S I R.L 1 1/4" MIN. EMBEDMENT SHIM SPACE/ 4" MAX. 2 1/2" • ••' I INTERIOR MIN. EDGE ' DISTANCE r0la7lRZIOR 3/16" TAPOON CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETFJMASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 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 F2i i2 LLC MIWINooWw. FL. L cANDRoseYOODSCARROLLTON, TX 75006 v •GENSgs`_ 129ST SERIES 42D SGD REINFORCED WITHOUT ADAPTER x 96Or A FLANGEENSTALLATIONbETAILSaTATOF F ORIDP Z)Ww awc NO. REv V7 08 02249 A lS;pNA l} D+aE SCALENTS10/30/13 9 OF 1D WOOD FRAMING BY OTHERS 1/4" MAX SHIM SPACE 1 1/4" MIN. EMBEDMENT 7 6 'NOOD SCREW 7/16" MIN EDGE DISTANCE 6 WOOD SCREW 7/16" MIN EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9. d INTERIOR TRIM RLVLSIDNS DESCRIP 10N WE I APPROVEO ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L. 1 5/6" MIN. EDGE DIST. e TRIM ° 1 7/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE { BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED TAPCOTAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE BY OTHERS TRIM 1 3/8" MIN. 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 eUCXAv0OD FRAMING METAL STRUCTURE MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 '`••CENg?s1 g SERIES 420 SGD REINFORCED WITHOUT ADAPTER•* - NOTES: 96" x • 7. INTERIOR AND EXTERIOR FINISHES. By OTHERS, • SSSSS NOTSHOWM FOR CLARr1Y. NAILFIN &HOOK INSTALLATION DETAILS Aa : TAT' OF, 4UU,` 2F'ERlME7ER AND JOINTSEAL4NT8Y OTHERS TO BE DGSIGNEDINACCORDANCEWM4ASTME21f2 DaE 06-00224 A fpNk,1 G` NTS 10/30/13 IO OF 10 WOOD FRAMING OR 2X HUCk BY OTHERS va10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN, EDGE DISTANCE i 3/8" MIN. EMBEDMENT 1 3/8" MIN. 1/4" EMBEDMENT MAX, ` SHIM SPACE 1/2" MIN. EDGE DISTANCE EXTERIOR It It H II II II INTERIOR VERUCAL CROSS SECTION WOOD FRAMING'OR 2X BUCKINSTALLA 7708 NOTES: 1. INTERIOR AMC EXTERIOR FINISHES, RY 0714ERS, NOT SHOWN FOR CLARTTY, 2 PERWETERANDJOIMrSEALANTBYOTHERS TOBE DESIGNED IN ACCORDANCE W17N ASTM Eli 12 10 WOOD SCREW 3E SET IN c VULKEM 116 TION ADHESIVE SHEET 2 SILL OPTIONS WOOD FRAMING OR 2X BUCK BY OTHERS MIN, BENT 1 / 4" MAX. SHIM SPACE REV1510NS OESCRFnDN OM APPROVED ADDED CHARTS 03/05/12 R,L REVISED PER NEW TE.;rNG 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12./06113 R.L4 T INTERIOR TLi ij EXTERIOR JAMB INSTALLATION DETAIL WOOD i-RANUNG OR 2X BUCK INSTALLATION F. A. 0' E NTS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FRAME INSTALLATION DETAILS OWG NO. 08- 00503 A 02/23/09 5H3`73 0F 9 oSt* p TATE OF O ; cL0RIOQ' W41V, METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT By OTHERS 7OBE DESIGNED INACCORDAIJCEWITNASTM E2112 1 /4" MAX. SHIM SPACE E 7/8" MIN. EDGE DISTANCE AS OR RILLING R #10 EYE CR I SELF DRILLING SCREWS ---- r 0 8E SET IN RUCTION ADHESIVE UAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 1 /4" MAX. SHIM SPACE INTERIOR REVISIONS mu I OESCRPTION WE APPROVED A ADDED CHARTS 03/06/12 R.L. Ei RE MM PER NEW TESTING 10/15/13 R.L C ADDEO FLANGE INSTALLATIONS 12/06/13 R.L S1 M1 WINDOWS AND DOORS LLO 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS ORnWM OwG 1. F,q, 08--00503 NTS — 02/23/09 SNEE 4 OF 9 p TATE5O F 0NAL \\\' v CONCRETE/ MASONRY BY OTHERS OPTIC NAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1 /2" MIN. EDGE DISTANCE MIN. 4• a' EMBEDMENT 7 1/4" MIN. e •, a EMBEDMENT 2 1 /21 MIN. EDGE DISTANCE m° 1/4' MAX. • . . SHIM SPACE 3/16" TAPCON 3/16- TAPCON CONCRETE/MASONRY •• ° BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN . a , A BED OF WLKEM 116 ° CONSTRUCTION ADHESIVE 0' O/R EQUAL11 p p SEE SHEET 2 FOR SILL OPTIONS a 1 1/4" MIN. EMBEDMENT d VERTICAL CROSS SECTION CONCRETEiMASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE REVISIONS REV DESCRIPTION OAT£ APPROM A ADDED CHARTS 03/06/12 R.L B REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANCE INSTALLATIONS 12/06/13 R.L 1 /4" MAX. SHIM SPACE kRIOR OR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK GONCRETE/MASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOTSHOINP! FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2fY2 LLCMIWINDOWS1001W. CRCSBYORD CARROLLTON, TX 75006 q 1 ,•-\6EN'T% 'p ir+ oyy b'yrSERIES430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS Mgt'''"' 999999TATE OF 40.z DRAWN: F.A. O& 500E503 C S 0NAi.A \\\~ NTS oA1E, 02/23/09 5 OF 9 OOD FRAMING OR 2X BUCK BY OTHERS J'10 WOOD SCREW EXTERIOR 10 WOOD SCREW I WOOD FRAMING kf OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EM BEQM ENT 1 /4. MAX. SHIM SPACE 1 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE INTERIOR flO 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 L BY OTHERS 1 3/8" MIN_ EMBEDMENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X eUCKINSTALLA770N NOTES. T. INTEAIOfRAND Z 7WERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARLTY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE PESICNEO IN ACCORDANCE WITH A57M E2112 ReA 10Ns DESCRIMIN DATE APPROVED ADDED CHARTS J 03/06/12 R.L. REVISED PER. NEW TESTING 10/15/13 R.L ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1 /4' MAX. SHIM SPACE INTERIORFill Li EXTERIOR a JAMB INSTALLATION DETAfI WOOD FAAMINC OR 2X BUCK INSTALLA7ION MI WINDOWS AND DOORS LLC loot W. CROSBY RD CARROLLTON, TX 75006 SERIES 43O/440 X1X SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: OWC No. F.A. 09-00503 KALE NTS I DATE 02/23/09 =6 OF 9 TAT 5 E ,'u i7 5C,'`:ZOR50:• ONAl G` METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SECrON METAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS 7'O BE DESIGNED IN ACCORDANCE WFTHASRL4 E2112 1 /4" MAX. SHIM SPACE I OR 7/8" MIN. LUNG EDGE DII-STTANCE I 10 SMS OR SELF DRILLING SCREWS D BE SET IN OF VULKEM 116 RUCTION ADHESIVE UAL METAL STRUCTURE BY OTHERS SEE SHEEP 2 FOR SILL OPTIONS 1/4' MAX. SHIM SPACE REmtcRs omnlpnoN ADDED CHARTS REVISED PER NEVI TE5 7NG ADDED FLANGE INSTALLATIONS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALfA71ON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 4.30/44.0 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN; iM'O N0. F.A. 08-00503 M'LE NTS 02/23/09 s"-77 OF 9 DATE APPROVED 03/06/T2 R.L. 10/15/13 R.L 12/06/13 R.L. Si1F. t I 0,.61251 : x- TATE OF . 4uZ Vsj OORll G \ REVISIONS 2 7/2° MIN. REy DESCRIPTION GATE APPRO'EO CONCRETE/ EDGE DISTANCE A ADDED CHARDS 0.3/D 6/12 R.L. MASONRY BY OTHERS _y..—_^. a 4 9 REVISED PER NEW TE51'I NG TD/i B/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1 1/4" MIN. r EMBEDMENT 1 1/4" MIN, 1/4' MAX. EMBEDMENT SHIM SPACE OPTIONAL IX BUCK TO BE 2 1/7" MIN, EDGE DISTANCE > INTERIOR PROPERLY SECURED MAX. IlIlllE NOTE 3 5 SHIM SPACE 3/16" TAPCON SHEET 1 CONCRETE/MASONRY F—XTER10R INTERIOR BY OTHERS 3/16" TAPCON` SILL TO BE SET IN A BED OF VULKEM 116 ' CONSTRUCTION ADHESIVE OR EOUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE 9Y OTHERS e 1 1/4" MIN. e EMBEDMENT VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETEVASONRYINSTALLATION EDGE DISTANCE EXTERIOR OPTIONAL 1X BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETEIMASONRYINSTALATION SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERims- ER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 M1 WINDOWS AND DOORS LLC RD CARROLLTONROTXB75006 w\ v\ZENSE;gcr SERIES 430/ 440 XIX SGD0 5 v 143" x 95" REINFORCED tl• FLANGE INSTALLATION DETAILS f 0A t/s OE ` ru DP.awN: Dw No. OS-00503 F.A. RC ORS scALE NTS D 02/23/09 -1`8 OF 9 1 5/8" MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE SY OTHERS HOOK STRIP JJ 1 1 /4" MIN. EMBEDMENT 1X BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED 3/16" TAPCON EXTERIOR PANEL INTERLOCK HOOK STAID INSTALLATION MASONRY/CONCRETE INTERIOR TRIM 1 3/8" MIN. EMBEDMENT HOOK STRIP 10 WOOD SCREW EXTERIOR PANEL 1NTERI_CCK HOOK STRIP INSTALLATION 2X RUCIUWOOD FRAMING REVISIONS 00CRIPrION DATE APPROVED ADDED CHARTS 03/06/12 R.L, REVISE PER NEW TE511NG 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.h, METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP SCR SELL GRILL NG SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES., 1, INTERIOR AND EXTERIOR FINISHES, EYOTHFFIS, NOT SHOWN FOR CLARITY. 2. PERIMETERAND JO/Nr SEALANT BY OTHERS TO 9E DESIGNED INACCOROANGE IMTHASTM E2112 D00 RS LLCMIWIND0OWwy 0+lllf1lp,/'' cRosBY CARROLLTON, TX 75006 v,•XdENs sy SERIES A30/440 XIX SGD 143" x 96" REINFORCED T HOOK INSTALLATION DETAILS`°", SSSSTATE OF , L zz 6ll3RiIIQ; oeawx; oca v, Ev 08 500 603 C Y/77'S OiYA'L1E x` T.AI.E No1E TSA02/23/09 9 OF 9 4/28/2017 Florida Building Code Online BCIS Home Log In j User Registration Hot Topics Submit Surcharge Stats. & Facts 1 Publications FBC Staff ' BCIS Site Map Links. Search d' b i I , Product Approval USER: Public Userr Product Approval Menu > ProGuct or Application Search > A lica ian fist > Application Detail FL # FL12194-R3 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@aluminumcoiisinc,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@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation. Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality. Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC Q4 T4 Soffits pdf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 https://www.fioridabuildingorglprlpr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXmisX5GEO%2flCXzYpyxA%3d%3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Cumm`ary_of Products-; Method 1 Option D 08/27/2015 08/28/2015 09/04/2015 10/16/2015 04/05/2017 FL # Model, Number or Name i Description , 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R3 II ALCI5001 Evaluation Report 2014 FBC 04 T4 Approved for use outside HVHZ: Yes j Soffits, Ddf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes I Other: See Evaluation Report for limits of use. Evaluation Reports jF1_12194 R3 AE ALC15001 Evaluation Report 2014 FBC 04 T4 C Soffits.pdf I. Created by Independent Third Party: Yes m Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State, of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 85D.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. Theemalis 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 madeavailable to the public To determine if you are a licensee under Chapter 455, F, S., please click here . Product Approval Accepts; eCtgct Credit Card Safe sectlrityntkTRles' https: llwww. floridabuilding.orglprlpr app_dtl.aspx?param=wGEVXOwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2flCXzYpyxA%3d%3d 2/2 TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL.33647 913) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5r" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 843)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies_(TST5878) ACIX-003-02-02 AAMA 1402 1986' LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in. accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal maybe required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance.with Rule 61 G20-3. PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001. FL12194-R3 Page 1 of 3 This evaluation report is provided for 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 ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Ranels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the `full vent' configuration and 11.1 in2/1in.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. ti•. Nii VENT . ias.nr cti. i;f•uun, 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit p anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in21,ln.ft for the 'center vent' configuration. See Appendix D for dimension drawings. n' a•w io PANY ALC15001, FL12194-R3 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INCCREEK.SoffitsITECHNICALSERVICES, LLC COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. lotI rrrtryf C"k - R. 2015.08.2 7E'Aj S ,•, t 07:05:00o74021N O. STATE OF :4tt 04t001 O R C) ` Zachary R. Priest, P.E, RegistrationFlorida021 Organization No.ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P;E. does not have, nor will acquire, a financial interest in, any other entity involved in the approval` process of the product. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX B Installation Drawings (12 pages) 3) APPENDIX, ,C'—Design Wind Loads(4,pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3_ The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid: This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i CREEK TECHNICAL SERVICES. LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5 1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information'is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42)2x.lumber. Substrate attachment shall be: designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details :are as follows: a, 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit— 16-inch o.c. Fastener Location l f— Fastener Location 11 ALC15001 FL12194-R3 Page t 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 attributesthat are not specifically addressed herein. REEK TECHNICAL SERVICES. LL.0 d. 16" Q4 Soffit — 8-inch o.c. Fastener Fastener Fastener Lor-at ion Location Location ALUMINUM COILS, INC Soffits Approved, System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 164nchOverhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J4 Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 42-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pst) Substrate F- Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One ( 1,) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1.25-inch embedment, spaced Wood crown staple spaced 16 inch 0.072- inch dia. x min. 3116- 40.0 24-inch o.c. o.c. inch head dia. trim nail spaced 36- inch o.c. Max. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 spaced 24- inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o. c. 12F-3 Max. Masonry One ( 1) 14 ga. 5/8-inch long T nail Wood One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072- inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. crown staple spaced p head dia. trip nail spaced 48- 64.2 ainch andsecuringeachpanellapincho.c. FL12194-R3 2of7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically:addressed herein. L CREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with JI-Channel Wall Connection Eave Connection System Panel I MDP No. Width psfl Substrate F-Channel Panel.Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-Inch x One (1) min. 1 3A-inch long x 0.072-inch dia. x. min. 1/4-inch 48 12J-1 Max 16-inc.h Wood staples in diamond long x 3/8-inch head diameter screw spaced 16-inch o.c. Wood 1/4-inch crown staple head dia. trip nail spaced 48- 64.2 pattern spaced 24- connecting soffit to J-channel spaced 8-inch o.c.. inch o.c. inch o.c. Approved Systems for 164rich`.overhang with F•Channel Wall Connection Eave Connection System Pane[ MDR No: Width. psf) Substrate F-Channel - Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-1 Max. Masonry One (1) 14 ga. 518-inch long T nail Wood 1-inch leg staples spaced max. finishing nail with min. 3/16- 53.3 12-inch spaced max. 8-inch o.0 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. Three (3) 18 ga. 1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 Max. Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 12- inch 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 x 3/8-inch One ( 1) min. 1 3/4-inch long x 0072 inch diax ruin. 16F-3 Max. Wood, 1. 25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 25.6 16-inch inch o.c. O.C. spaced 36-inch o.c. One (1) min. 1 3/4-inch long Max. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16F 4 16-inch Wood crown staples in diamond pattern diamond Woodcrown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 aced 24 inch spaced spaced48-inch o.c. ALC15001 FL12194- R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. aCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhangwith F-Channel Wall Connection. Eave. Connection System Panel MIDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 114-inch crown x. One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T.nail Wood 1-inch leg staples, spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3 16-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. ThreeThree(3) 18 ga.1/flinch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0072-inch diameter 16F-6 Max Wood inch legstaples in diamond pattern Wood 1-inch leg staples spaced 4- finishing nail with min. 3/16- 43.3 16- inc spaced 16-inch o.c. inch o.c: and securing each inchhead spaced panel lap _ 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J- Channel Substrate Panel Fascia Cap Attachment Attachment Attachment Three ( 3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch i 6J- 1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 114-inch long x 0.072-inch dia. x 23.5 16 inch spaced 24- inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC1.5001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 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 f a F 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 1 QN crown x 1-inch leg Norm SYP staples spaced Three (3) 18 ga.114- 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 0072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood spacedlegstaplesaced 8- sp finishing nail with min. BO/-90 diamond pattern inch x ring One ( 1) min. 1.75-inch inch 3/16-inch head spaced spaced 1&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- Not SYP 12-inch,o.c. securing One (1) 18 ga1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072- inch diameter 80/ 24F- 2 12-inch Wood smooth. shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o. c. 3/16- inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24- inch o.c. finishing nail with min. 3/16- inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga1/4- One (1) min. 1.75-inch x Max One (1) 14 ga.5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12- inch Masonry inch long T nail rafter with one Wood spaced leg staples spaced8- finishing nail with min, 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch 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 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.impty warranty,, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width, psf) Substrate F-Channel Attachment Baiten Panel Attachment Substrate Panel Attachment Fascia. Cap Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18.ga.1/4 anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x 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- Woad 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 inch o:a shank nail 0.672-inch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3116-inch head spaced 4-inch C.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 24F-5 16-inch Wood smooth shank rafter one. Wood leg staples paced 8- finishing nail with min. 80/-60 roofingsnail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16=inch head spaced 16-ineh.o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail;24-inch o.c. finishing nail with min. 3116-inch head spaced 47inch 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) 1.4 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced inch nng shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with ruin. 3/16-inch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20,3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughoutthe duration for which this report is valid_ This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKL7wTECHNI.CAL:SERVtCES.. LLC ALUMINUM COILS, INC Soffits Appendix A Approved. Systems for24-inch overhang with JI-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap ttachmentAttachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg No. 2 SYP anchored to Three ( 3) 18 crown straight - nailed through into staples spaced 12- inch o.c: securing One (1) 18 ga. '/+- One (]) min, 1.75-inch. Max. rafter with one ga. 1/4-inch x 1-inch leg the rafter the end of the batten or two (2) each panel lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 6D 24J-1 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. L75--inch leg staples spaced 3/16-Inch head spaced inch x 7d ring pattern spaced 16- shank nallstge- x 0.072-inch diameter 8-inch o.c. 12-inch O.C. Shank. nail inch O.C. nring ailed oneither side of finishing nail. with mina 24-inch. o.c. the batten aLeach batten/rafter 3/16- inch head spaced intersection. Max. 4-inch o.c rafter spacing is 24-inch o.c. Nominal 1 x2 No.2 SYP scabbedbetween rafters, with one ( 1) One (1) 18 ga.1/4-inch Nominal 1x2 min.- 2.25-inch x 7d ring shank nail crownx 1-inch leg No.2 SYP Three 3 18 O straight -nailedthrough staples aced P P One (1) 18 ga.'/4 One (1) min.. 1.75-tech anchored to ga. 1/4-inch crown the rafter Into the end 12-inch pa eeeurng each panel lapinchcrownx 1-inch x 0.U72- 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 16- p p ringshanknails toe xU.072-inch diameter securing each panel g p 16-inch o.c. shank nail inch O.C. nailed on either side of finishing nail with min. lap 24-inch o. e: the batten at each 3/16-inch head spaced batten/rafter flinch o.c. intersection: Max. rafter spacing is 24-inch c. c. ALC FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 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 M'i-.. /V ,,.ad die.. nail with Mill, e rcja ano.a.(`as ...c3 5uL-zt race, ar rein. 0,0.97" di_;. T-nskil — attit, n..__ With min. 5)W, c: n,rmMrr iPnr cn 8.c•c=. 01 }: E.U:.;`Y.ltl': _'r}:•a.... atl r.:Lud 5`.--Ve. ASCIA SLIP BOARD ASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wycd, Concroto or Li;?cr- ''.. FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #TSO 8" X 3/8" STAPLE 16" O.C. S.S. 1 3/4' TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. SCR w.. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER ; QIAMONQ PATTERN 1/4- Q ETAI Lt ST s FACIA BOARD \. / 12F-2 I?M 3/4" X t/4- CROWN 8` ON CENTER 1-3/4" TRIM NAIL FACIA BOARD STAPLE 1-3/4" TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAP ItiSTALt_E4 WITH THE NAILING FLANGE UP OR O.C. 3/4" X 1/4" DOWN CROWN STAPLE SOFFIT— l;l &: 1? _ inch :;,paTl MOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2O-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK 1 TECHNICAL -.SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation:Detail, OPEN RA.rEER i tEUs: SOFFIT STAPLE JOIST JIFACIA. DIAh9OND' PATTERN DETAILL:,,TWEEN/ BOARD Is ITAPLES i 3/4" X 1/4" CROWN STAPLE -24'' ON ;CENTER V$INC A;.DIANIONO'PATTERNFASCIA CAP12J-13/4" X 1/4" CROWNFACIA STAPLE 'a' ON CENTER 1LJ—CHANNEL BOARD 1-3/4" TRIM NA1LJ PJS.S. Elcra etl o offi t r ; li 4a x PANTED S,S. 4&' FASCIA CAP 1/ 3 x s rso. bead O.C: aimeGY . _ ugrew, 3/4- X 1/4- CROWN CROWNSTAPLE SOMT- max. 1 inch nwn SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D EfAIL ALC15001 FL12194-R3 3of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, L:LC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail tl J I J- TRIM HAIL /FASCIA BOARD PAI4TE;r SS. i t I I FASCIA CAP SOFFIT 1-a4" CROWN STAPLE I OPEN RAFTER FASCIA BOARD 1617-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT 3 FASCIA DETAIL I'" CHANNEL SOFFIT: MAX. 16" SPAY i MASONRY} SUBSTRATE ALC15001 FL12194-R3 Page 4 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 changesthroughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FCREEKI- 1111- 11m TECHNICAL SERVICES, ILLC System No. Installation Detail Min. 3'/u l'-.'ad rj-inail wf"hmin. J,' 7 •' i:L a. T- n a i 1 :,r P.ub na i I w4y-'.h min. S/0" c,r nlock spaced as n;t.ed at ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANC WIDTH VARIES) 1617-3 _" F" CHANN EL or Sle_- ck 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 ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194- R3 Page 5 of 12 Tfiis,evalluation report is provided for State of Florida product approval under Rule 6IG20-3. The manufacturer shall notify, CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKNjTECHNICALSERVICES, .LLC System No. I installation Detail. 116F-4 3/4` X 1/4" CROWN STAP{ ES USING A DIAMOND PATTERN I F" CHANNEL CAN BE 1-3/4' TRIM NAII INSTALLED WITH THE O S.S. 48" O.C.'G' NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B f OPEN RAFTER ,' r " rr SOFFIT STAPLE I , DIAMOND PATTERN D ETAI L i i STta.6S FACIA BOARD rr CAP' 3/4- X 1/4` CROWN STAPLE -8' ON CENTER SOFFIT— max. _6-,_s cl7 spar. 1-3/4' TRIM NAIL PAINTED S.S. SOFFIT FACIA HOARD FASCIA CAP 3/4- X 1/4-- CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4 CREEK1t z '_ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 1 TRIM NAIL / FASCIA BOARD PAINTEU S.S. ' ,- FASCIA CAP 1 SO FFIi i"fi" CROWN STAPLE OPEN RAFTER FASCIA BOARD 1"x{ CP.OWN. STAPLES I 1 SOFFIT -& FASCIA USING A DIAMOND { 16F-2 S PATTERN; REFER TO ! DETAIL SOFFIT STAPLE I 16F-6 DIAMOND PATTERN / \ DETAIL FASCIA CAP; REFER \ TO SOFFIT 8 FASCIA F'- CHANNEL ---- DETAIL 3/8 SOFFIT; M,AK 16' SPAN W000 / 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. nCREEKTECHNICAL. SERVICES. LLC System No. I Installation Detail 16J-1 3/4' X 1/4' CROWN STAPLE "24' ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM NAIL PAINTED S:S. 48' O.C. SOFFIT —max. 16-inch spar,. ALUMINUM COILS, INC Soffits Appendix B sTwEs `, SOFFIT STAPLE t ; DIAMOND PATTERN f ; FACIA BOARD 1` .,,_- 31W PETVEENI DETAIL ASCII CAP 3/4` x 1/4" CROWN FACIA BOARD STAPLE "8' ON CENTER 1-3/4^ TRIM NAIL PAINTED S.S. FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA D ETAI L 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. i CREEK TECHNICAL SERVICES, LLG ALUMINUM COILS, INC Soffits Appendix B System No. InstallationDetail t;" TRIM NAIL FASCIA BOARD PAINTED S,S, l,X i II CROWNFASCIA CAP STAPLES. U5A DIAMREFER 0 PATTERN; REFERi0' SOFFIT y t'r^ ( ROWN STAPLE SOFFIT STAP, EE I DIAMOND PATTERN DETAIL 1ti?," TRIM NAIL FASCIA BOARD PAU47ED S.S. SOFFIT FASCIA DETAIL 24F- 1 8 24F-4 i rqz (ROMN STAPLE I' {' 11 FASCIA CAP; REFEP. TO SOFFIT : S FASCIA DETAIL Nominal SYP F-CNANNEE Bat Fen Anccored 60 Ratters v; th one 70 fh SOFFIT; MAX. 34• 3/8 Rim Shark at WDDOSUBS7RA7E reRafter arry Rafter rSOFFITSTAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 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. Thisevaluationreport does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. h CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t i" TRIM NAIL FASCIA BOARD PAINTEf1S:S i" SMOOTH $NANX - !' J` FASCIA CAP ROOF NAILS SOFFI? 1`x}' CROWN STAPLE. i PANTED TRIM NAIL. i;` ftiSflA BOARDAINTEO.SS. \\ t SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 . 14y{' CRBNN 5PAP-LE i FASCIA CAP: REFER Ts SOFFIT S FASCIA DETAIL i Nwinal 1"a2' SYP Batten Anchored I. SOFFIT: MAX. 24" F-CHANNEL l Raflers vith ane 7d Riq Shank Nail at every Rafter W00 SUBSTRAT . j 1 I. f ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LC of any product changes or quality assurance changes throughout the duration for which this report -is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. J j TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. i 1 TRIM NAIL FASCIA BOARD PAINTED S.S, I I 146A T-NAILS FASCIA CAP SOFFIT ,I 1'4" CROWN STAPLE 1 TRb'1 NAIL PAINTED S,S. FASCIA BOARD SOFFIT & FASCIA 24F-3 DETAIL 24F-6 i I"CROWN STAPLE FASUA CAP; REFER To SOFFIT 6 FAS(U i DETAIL Neminal-I'x2'<SYP Batten Anchorea 10 SOFFIT; MAX.. 24" F•CNANNEL - Rafters with one 7d Ring Shank Nall at MASONRY - every. Rafter i iI Ii ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK r TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t TRIM NAIL , FASCIA EGaRO PaIHTEO S.S. t 1'x;' LRDWN FASCIA CAP STAPLES SOFFIT USING A OIANOND PATTERN; REFER TO \ 1-.1' CROWN STAPLE SOFFIT STAPLE CANTILEVEREC DIAMOND PATTERN RAFTER DETAIL FASCIA BOARD J SOFFIT 8 FASCIA I TRIM tUIL PAINTED Ss. DETAIL 24J-1 & 24J-2 ; I _ r' a¢wN SrAPIEy FASCIA CAP; REFER TO SOFFIT b FASCIA DETAIL / Namna I-x 2"SYr battens 8 S acabbe between. rafters and, SOFFIT; hJ+%, IL" ' I 3/8-1 1-CHANNEL I i! s .red VAtn 0— (11,7d ring l i ( stunk na I Biro. tw nailed through the ratter Into the eno MOOD SUBSTRATE --- of the la . an o: tto-na 1. \ nog shank nati3 tR•nafleCPn pjthet side of the ba Lem a. the ba teroafter intersection / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLG of any product changes or quality assurance changes throughout the duration for which this report 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 TECHNICAt-'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 16,09.1of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, 11, 111, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V it is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft: ALC15001 FL12194,R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule.61 G20-3'. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use; or other product attributesthatare not specifically addressed herein. L fie 1 _• TECHNICAL SERVICES, 'LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind 'Pressures for SofiFits; in Exposure 3 Building Type Zone Mean'- - rRoof Height ft BasicWindSpeed m h , 1, 20 130 140 150 160 170 18Q 190 200 20 16.9 19:8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 46.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 1 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 23.3 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 4M 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 1 29A 32.5 50 12.5 1 14.7 17.0 19.5 22.2 25A 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 21.7 24.3 27.1 30.0 5 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 AL015001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 9 t TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design;Wind Pressuresfor Soffits in Ezp'o"sure C Building Type Zone: Mean Roof Height ( ft Basic" - Wind Speed mph) 120 -... 130 ` 140 150 160"' 170 180'I. ; 190. 200 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30:8 35.4 40.2 45.4 50.9 56.7 62.8 30 23:6 27.7 32.1 36.9 41.9 47.3 53.1 59A 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 Negative Negative60' 27.2 31.9 37.0 42.5 48.3 54.6 61-2 68.2 75.5 Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77 6 5 30 29.1 34.2 39:6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54 9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50 6 5T.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 597 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 42.0 440 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4. Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 5 30 15.1 17.7 1 20.6 1 23.6 26.9 30.3 34.0 37.9 42.0" 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 1 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 1 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 3of4 This evaluation report is provided for State of Florida product approval under Rule 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. 1 r CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building Type, Zone Mean Roof Hei ht ' ft ; Basic1Wind S eed 'mph) 120, 130 140 150 160 ._ 170 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42,1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 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 87.6 Negative 20 32.1 37.7 43.7 50.1 57. 0L- 64.4 72.2 80.4 89.1 Loads) 25 33.3 39.1 45,3 52.0 59.26.8 74,9 83:4 92.4 5 30 34.5 40.4 46.9 53.8 61.39.2 77.5' 86.4 95.7 40 36.2 42.5 49.3 56.6 64.42.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.15.7 84.9 94.6 1043 60 38.9 45.7 53.0 60.8 69.2 78.1 1 -87.6 97.6 108.1 20 163 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 21.0 24.3 27.9 31.8 35.9 40.2 44.8 42.24 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47:2 52.2 50 19:6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23`.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 173 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,A 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 1 34.8 39.3 44.1 49.1 54.4 60 20,2 23:7 27.5 31.6 35.9 40,5 45.4 50.6 56.1 ALCI5001 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, LLC 318" F-Channel 3/8" 318" J-Channel 3/4" -1 I I 7!8" HEM 1 5/8, I i 3/4" ISOMETRIC VIEW 3/0" PROPIJ ISOMETRIC' VIEW. 3/8" PROF)LE.. ALUMINUM COILS, INC Sous Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Fascia S 3/4" 1/8" HEM 6''FASCIA 7" BLANK 1/4" 1 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK fi TECHNICAL SERVICES. LLC 16" Q4 Soffit 18" BLANK 3 / 8 PROFILE 2.625 REF. SO TW. 25 TYP. f w aa o WA I MNFR PAfiTRN (FUL) SCN F) LOWBZS FORMED IN SAME DiRECrIONAS RIBS) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3.. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 7/8" 3 1/8" 8- 1 . 3 1/8" ALUMINUM COILS, INC Soffits Appendix D 1/2" 1/2' 1/2" 3/8" 25 TYP. 13.7S" BLANK 3/8" PROFILE 2.E25 R I .50 TYP. a Fiji aao lYl'1f, LOINfR PATifRN (FLIT GCy F1 1.0i.NERS tDRIAED IN SNAE DIRECTION AS R(93} END OF REPORT ALClSO01 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL. SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa; FL 33634 813)249-9743 www.aluminumcoilsinc,cam Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5A, 1710:9A Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Codified Testing Laboratories (TST1.577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies. (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ,. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3: Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 12032. 6. Field fastener withdrawal may be requiredby 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'rep6d shall be, manufactured under a quality assurance program in compliance with Rule 61 G20-3. PRODUCT DESCRIPTIONS 3/ 8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel: See Appendix D for dimension drawings. 3i8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel: See Appendix D for dimension drawings. Fascia Preformed nominal Q,Q19-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. FFY ,`CREEK TECHNICAL SERVICES, L.LC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in`'/lin.ft for the 'full vent' configuration and 11.1 inZ/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings.. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLCofany product changes or quality assurance changes throughoutthe duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKITECHNICALSERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R: Priest, P.E. have demonstrated compliance vAh the Florida Building Code 5"" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t t{{IIYtt4 2015.08.27i E S, No 74021 07:05:00 041001 STATE OF : "441 o v. C•`C O R p Zachary R. Priest, P.E. on 0NA ANE9641021OrganizationNotgistra' 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) ALG15001 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-durat on for which this report 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, INCCREEKSoffitsladTECHNICALSERVICES, L.LC Appendix A APPROVED SYSTEMS The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9:4. 2. Refer to LINllTATIONSrand sections of this evaluation when using the table(s) below. 3. Refer.to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit— 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit— 4-inch o_c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit — 16=inch o.c. Fastener Fastener Location Location 1 1 ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC. d. 16" Q4 Soffit - 8-inch o.c. Fastener Fastener Fastener ALUMINUM COILS, INC Soffits Approved System Numbers and,Definitions 12F-# Approved Systems for 12=inch Overhangwith F-Channel 12J-#" Approved Systems for 12-inch'Overhan with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Ap roved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with E-Channel Wall Connection Eave Connection System Panel MUP No. Width psf) Substrate F- Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1') min. 318-inch head dia. nail, One (1) min. 3t8 x 3/8-inch One (1) min; 1 3/4-inch long x 12F- 1 16- inch Wood min. 1.25-inch embedment Spaced Wood crown staple spaced 16-inch 0. 3/16- xmin072-inch dia. . 40. 0 24- inch o.c. o e inch head dia. trim nail spaced 36-inch o.c. Max Three (3) min. 3/4-inch x 1/4-inch. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 2 16- inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o,c' 0. 072-inch dia.. x min. 1/4-inch 48 spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F- 3 Max. Masonry One (1) 14 ga._5/8-inch long T nail Wood One ( 1) min 3/4-Inch x 1/4-inch One (1) min. 1 3/4-inch long x O. 072-inch dia x min. 1/4-inch 48 16- inch spaced 8-inch o.c: crown staple spaced 8-inch o.o, 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 notifyCREEKTechnical Services, LLC of any product changes or quality assurance changes throughout the duration for which fhis report 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 Approvers Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Max. Three 3(3) min. 3/4- inch x inchcrown One ( 1) min. #8 x 1/2-inch long x 3/8-inch head diameter One 1) min 3/4-inch x One ( 1) min. 1 3/4-inch long x 0. 072-inch dia. x min. 1/4-inch 48 12J- 1 16-inch Wood staples'in diamond screw spaced 16-inch o.c. Wood 1/4-inch crown staple spaced 8-inch o.c..Inch head dia to nailspaced 48- P P64.2 pattern spaced 24- connecting soffit to J channel o.c. inch o. c, Approved Systems. for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F- Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Ddiameter 16F- 1 Max. Masonry One ( 1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced max. pinch finishing nail withmin. 3/16- finishing 53.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12- inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga 1/4-Inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16 Max. Wood inch leg. staples in diamond pattern Wood 1-inch leg staples spaced max, 4-inch o. c. and securing each finishing nail with min. 3116- 53.3 F-2 12-inch spaced 16-inch o.c. panel lap inch heads aced P 12-incho. c. 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 0.ninch dia. x min. 1617-3 Max' 16- inch Wood 1. 25-inch embedment spaced 24- Wood crown staple spaced 16-inch O.C. ch head dia. trim nail 3/16-inch 25.6 inch o. c, spaced 36-inch o.c. One (1) min. 1 3/4-inch long Max. Three 3 min. 3/ 4-inch x 1/4-inch One (1) min 3/4-inch x 114-inch x 0.072-inch dia. x min. 1/4- 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 i spaced 48- inch O.C. ALC15001 FL12194-R3 3 of 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 addressedherein. i J CREEK A4N; TECHNICAL SERVICES, LLG ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with,F-Channel Walt Connection Eave Connection System Panel: MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 114-inch crown "x One (1) min. 1.75-inch x 16F-5 Max. Masonry One, (1) 14 ga. 518-inch long T nail Wood 1-:inch leg staples'spaced 4- 0.072-inch diameter finishing nail with min. 3116- 43.3 16-inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1-75-inch x Max. Three (3) 18 ga:1/4-inch crown x 1- 1-inch leg staples spaced 4- 0072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern WoodWoodo.c. and securing each finishing nail with min. 3116- 43.3 spaced 16-inch c.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wa11; Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel,Attachment Fascia Cap Attachment Attachment Three (3) min:-3/4-inch x 1/4-inch One (1) min. 1 3/4-inch 16J-S Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 114-inch long x o.072-inch cia. x 23.5 16-inch. spaced 24-inch o.c` crown staple spaced 8-inch o.c. min. 1/4-inch head-dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. L i CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F=Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three(3) 18 ga.1/4- anchored to 12-inch o.c. securing. One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1 inch rafter with one each panel tap inch crown x 1-inch 0:072-inch diameter 24F-1 12-inch Wood fegstapies in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with .min. 801-90 diamond pattern inch x 7d ring One (1) min. L75-inch inch o:c. inch 3116-inch head spaced spaced 16-inch o:a shank nail 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. 1J4- 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) Zd x 2.25- One (1) min. 1.75-inch inch o,c. 3116-inch head spaced 16-inch O.C. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 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 tap inch crown x 1-inch 0.072-inch diameter 801 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC-of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 CREEK TECHNICAL SERVICES: LLC` ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown'x 1-inch leg N0.2 SYP staples spaced Three (3) 18 ga. 1/4- anchored to 1'2-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-4 16-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond. pattern inch x 7d ringx One (1) min. 1.75-inch inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c' finishing nail with min, 3l16-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 rafterwith.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 3i16-inch head. spaced 16-inch o.c. inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min.. 3/16-inch head spaced 4-inch o.c. One (1)18 ga.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-6 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 225- 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.c. ALC15001 FL12194-R3 6of 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, LLG 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) J-Channel Fascia Cap Batten Attachment Batten Panel Attachment Substrate Panel Attachment Attachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ge.114-inch Nominal 1 x2 min. 2.25-inch x 7d ring shank nail crown x 1-inch leg No:2 SYP anchored to Three (3) 18 ya:1/4-inch crown straight -nailed through99 the rafter into the end staples acedPP 12-inch o.c. securing One (1) 18 ga. One (1) min. 1.75-inch 24J-1 Max. rafter with one x 1-inch leg of he batten, or two (2) each panel laP p Wood inch crown x 1-)n.Ch x 0.072-inch diameter finishing nail with min. 60 12-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7a One (1) min. 1.75-inch leg staples: spaced 3/16-inch head spaced inch x 7d ring pattern spaced. 16- ring shank nails toe- x o.072-inch diameter 8-inch o.c. 12-inch o.c. shank nail inch o.c. nailed on eitherside of finishing nail with min. 24-inch,o.c. the batten at each 3116-inch head spaced aft 4-.inch o.c. n. intersection. Max; rafter spacing is 24-inch o.c. Nominal 1 x2 No.2 SYP scabbed between ratters with one (1) One (1) 18 ga.1/4-inch 1x2 min. 225-inch x 7d ring shank nail crown x 1:inch-legcrown No.2 SYP Three {3) 18 staples acedPspaced One 1 18 a. Ys- g One 1 min.1.75-inch anchored to ga.1/4-inch crown the rafter into the end 12-inch o.o: securing 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 I ) min. 2.25- staples in diamond min. 2.25-inch x 7d One min: 8-inch o.c. and 3/16-inch head spaced inch x ld ring. pattern spaced 16- ring shank nails toe- g di1.ameterxo.072-inch diameter72 securing each panel 16-inch o.c. Shank nail nth o.c. nailed on either side of finishing nail with min.. lap 24-inch o.c. the batten at each batten/rafter ill 6-inch head spaced intersection. Max. 4-inch-o.c. rafter spacing is 24-inch o.c. ALC15001 FL121947-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: s v d TECHNICAL 5EF2YtC£S, LAC CREEK ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRovED SYs7Ems section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail A ad die.. nail wi cL !'iu. 1 W, min. (? +•47'" di A, 'T-:mil_ ar =.Cuk .,-i v'1 ^a;,m1 '!a" Eno 2p1 r (. _+Ste ASCIA SLIP BOARD' TRIM 12F-1 & '— SOFFIT (OVERHANG WROTH VARIES) 12F-3 \--"F" CHANNEL or S'rk 'N'2ll STAPLE SOFFIT TO FASCIA BOARD #T5'0 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 ALCI5001 FL1.2194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services; LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK a TECHNICAL SERVICES, LLC 112F-2 No. I Installation Detail 3/4' X 1/4' CROWN STAPLES USING A DIAMOND PATTERN I F" CHANNEL CAN BE INSTALLED WITH THE NAILING FLANGE UP OR DOWN WOOD SUBSTRATE 1-3/4" TRIM NAIL) PAINTED S,S. 45' O.C: ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERNf I ; DETAIL1 1 3/e' TYFEN( a— 37Ml.Es FACIA BOARD f Chi 3/4" X 1/4' GROWN 1-3/4' TRIM NAIL FACIA BOARD STAPLE "8" ON CENTER PAINTED S.S. i Ar SOFFIT_ maY.. 12-=s1en span FASCIA CAP 3/4' X 1/4" CROWN STAPLE SOFFIT — SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. f- FCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits, Appendix $ System No. Installation Detail, OPEN RAFTER UBE ; SOFFIT STAPLE IN ZTAeO•ST 1 ;DIAMOND PAT T ERN DETAIL FACIA BOARD eE-rVEENI sr s r r 3/4" X 1/4- CROWN STAPLE -24- ON CENTER USING A DAMOND PATTERN FASCIA CAP 12J-13/4" X 1/4- CROWNFACIA 8- 1LJ BOARD CHANNEL 1-3/4' TRIM NA1LJ STAPLE ON CENTER PJS.S vocr ed t.o off -I' r aitz on,:1! uz• x PAINTED S:S...48' FASCIA CAP zz sre head O.C. liar Lek` scra;; 3/4' X 1/4" c CROWN STAPLE SOFFIT — max. _7-inctz span SOFFIT WOOD„ OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 3of12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This. evaluation report does notexpress nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK d; TECHNICAL SERY3CES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Y I {' TRIM NAIL / FASCIA BOARD PAINTED S,S. I I 1 FASCIA CAP SOFFIT I i l \ OPEN RAFTER 1'x} CROWN STAPLE l FASCIA BOARD li$2-d8' Y4_'.L 16F-1 t SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT i FASCIA l ! DETAIL F" CNANtrcl 1 I 11 I j SQFFJT; MAX. 15- SPA4 it MASONRY((( SUBSTRATE 1 ALC15001 FL12194-R3 _ Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC rn No. I Installation Detail wlc-h ruin. or ?'lnck racsd ncred shave. ASCIA SLIP BOARD AA ,,--FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 \—" F" CHANNEL, ol: Block. A FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. Q 1 3/4" TRIM NAIL MIN. 5 NAILS, PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC soffits Appendix B ALCI5001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically Addressed herein. lCREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16F-4 3/4' X 1/4'---, CROWN STAPLES USING A DIAMOND. PATTERN 1 1'-3/4' TRIM NAIi F' CHANNEL CAN BE PAINTED S.S. 48" INSTALLED WITH THE O.C. NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B i OPEN RAFTER ; " $ ', SOFFIT STAPLE i 'DIAMOND PATTERN i ` 1 J 3re* ecrvccr+J DETAIL STAPLES FACIA (BOARD i CAP 3/4- X 1/4- CROWN STAPLE "8' ON CENTER SOFFIT— may: • 16:- _.:ch s1=an 1-3/4" TRIM NAIL PAINTED .S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4" X 1/4' CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, L"ai gs£s CREEK SoffrtS TECHNICAL SERVICES, LLC Appendix B System No, Installation Detail A 1 t" TRIM NAIL ' f cASUA BOARD PAINTED S.S: FASCIA CAP r SOFFIT" CROWN STAPLE OPEN RAFTER I t FASCIA BOARD n" CROWN j STAPLES i SOFFIT.& FASCIA T6F-2 & USING A DIAMOND PATTERN, REFER. TO SOFFIT STAPLE I DETAIL 1,6E-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER TO SOFftTB FASCIA 3" F" CHANNEL—" DETAIL 9 3/8 SOFFIT; MAX, 16" SPAN WATESUBSTRATE i SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL1.2194-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 specificallyaddressed herein. r" CREEK f TECHNI[CAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4" X 1/4" CROWN STAPLE "24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER -- ji 3/01 Sa , SQFFIT STAPLE OIST I — ; DIAMOND PATTERN D ETAI L FACW BOARD \ 3/s acrvcaA! ES. — STPPL FASCIA CAP X 1 /4" CROWN FACIA BOARD STAPLE "S" ON CENTER 1-3/4' TRIM NAIL 1—.3/4- TRIM NA2 PAINTED S.S. PANTED S;S; 48:" FASCIA CAP O.C. 3/4- X 1/4- CROWN STAPLE SOFFIT-:aaz. 1+;-inch sear SOFFIT SOFFIT & FASCIA D ETAI L 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 not imply warranty, installation; recommended use, or other product attributes that are not specifically addressedherein. FF H TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t J" TRM NA'L FASCIA BOARD PAINTED S.S, 1"z- CROWN STAPLES : FASCIA LAP USING A D.AMONU SOFFITI DATTERN: REFER TO 1g- CROWN STAPLE SOFFIT STAPLE I DIAMOND PATTERN UEPAIL 1 TRO NAIL FASCIA BOARD tSOFFIT FASCIA 24F-1 & I 4 I1'1, DETAIL 24F-4 Y4" CROWN STAPLE '/ FASCIA CAP; REFER TO SOFFIT & FASCIA OEi:All 3. \ Nominal t"aZ" SYP 8 f-CNAltkEt Batten Anchored to SOFFIT; MAX, 24' Ratters with one id 3/9 111 atRiaeShankNalRatter WOOD SUBSTRAiE erpry Ratter SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 9of12 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. i CREEK TECHNICAL SEFZVECES, LLC ALUMINUM COILS, INC Soffits Appendix S System.No. Installation Detail 1-j` SMOOTH SHANK ROOF NAILS 1 }' TRIM. NAIL FASCIA BOARD PAINTED S.S. 1 t I! FASCIA CAP SOFFIT 111 1"xJ' CROWN STAPLE f I 1 L"- TRIM NAIL i. FASCIA BOARD PARJEO S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 1'.J' CROWN STAPLE + t FASCIA CAP; REFER TO SOFFIT & FASCIA i DETAIL I Nmninzt 1'x2' SYP F-CHANNEL Batten Anchored to SOFFIT: MAX. 24" i Rafters with one Id I Ring Shark NaU at every Rafter w00D SUBSTRATE fk' ALC15001 FL12194-R3 Page10 of12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, L.L:C ALUMINUM COILS INC Soffits Appendix B System No. Installation Detail F 1 }" TRIM NAIL FASCIA 8DAR0 PAINTED S.S. IC8'A, i" T-NALS I ` . I FASCIA 'CAP 50FF1T I I-d- CROWN STAPLE o I I TRIM NAIL 1. FASCIA 8OA D. PAINTED S.S. li SOFFIT 8, FASCIA I DETAIL24F3- & I' 24F-6 C ` 1--J- CROWN STAPLE 1- FASCIA CAP; REFER. I TO SOFFIT b FASCIA j O£TAIL Namnal 1x2' SYP Batten Anchored to. SOFFIT; MAX, 24' F-€NANNEL Rafters vith are 7d Ring'Shank NAA. at every Rafter - HASONAX--! I i ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout'the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically.addressed herein. it CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i TRIM NAIL ',—FASCIA eoARo i"' {RO4tN PAiH TEC S.S. STAPLES G A DWnUSINONO SOFftT / ,,—FASCIA CAP PATTERN: REFER TO SOFFIT STAPLE iJIAt7O11O PATTERN CANTUVEREC RAFTER" 1 - - l e= CROWN STAPLE DETAIL r FASCIA BOARD SOFFIT FASCIA i TRIM NAIL PAINTED S.S. DETAIL 24J- 1 24J- 2 1- 4- CROWN STAPLE FASCIA. CAP; REFER. TO SOFFIT It FASCIA CETAI6 Ci I Noma' I x 2" P aartens I, scaoaetl beeveen ra^,em and SOFFIT; RYA%: W I — 8y 3 3/ B ` 1- CHANNEL 1 one L 7tl.!Vt^y shankI — 1 WOOD SUBSTRATE r ll SI shankrailstraight-notled gr the ratter Ina the enC ifofri5oaero; z Icet ringsfun6oats4ee-narlec qrt tithe, stars of the oattem at fne I baHeNratkrineerse3:Uon f SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page12 of12 This evaluation report is provided for State of Florida product approval under Rule61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this, report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK m TECHNICAL SERVICES, L.LC DESIGN WIND LDADS 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, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC, 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10412 or less. 5. Topographic factors such ,as escarpments or hills havebeenexcluded from the analysis, 6. Wind directionality factor, Kd = 0:85 7. V tt is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. S. Projects with mean roof heights greater than 604shall 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%Q of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits.in Exposure B Building Type -. Zone Mean Roof' Height(ft Basic Wind Speed mph) 120 130' 140 150 16o 170 ° 180 . - 190. 200 20 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16:9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 1.8.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39:1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 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 46.3 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 1 -28.2 323 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 19.2 217 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 16.0 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 28A 31.3 34.7 Enclosed 60 13.1 15A 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 13.8 16.0 183 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 34:9 60 13.1 15.4 17.8 1 .20.5 23.3 26.3 29.5 32.9 36.4 15001 FL12194-R3 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. t TECHNICAL SERVICES, L.LC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Ezpostrce'C Building_ Type. Zone He oft . asic Wnd eed mph) 120 130 140 150 6 170 180 190 200, 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.95 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 39A. 5.7 52.5 59.7 67.4 75.5 84.2 93.2 20 1.3.9 16.3 18.9 21.7 24.7 27.9 31:2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads), 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 5 30 15.1 17.7 20.6 23.6 26,9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does.not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. EECGag3- I TECHNICALAL SERVICES, "LLC' ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits io- Ex osure.D , Building ." Type Zone Mean Roof Hei ht ff Basic.Wind S eed m h 120 130. 140 150 160 170 _ 180 190 200 20 2U 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 4.3.6 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 87.6 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 42.5 49.3 56.6 64.4 72.7 81.5 1 -90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 18.8 22.1 25.6 29A 33.4 37.8 42.3 1 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 Loads) 25 17.3 20.3 23.5 27.0 30.7 34.7 38:9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6' 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 1 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/L" 318" J-Channel ALC15001 FL12194-R3 ISOMETRIC VIEW 3/B" -PROFILE ISOMETRIC VIEW 316" PROFILE ALUMINUM COILS, INC Soffits Appendix D 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically. addressed herein. CREEK TECHNICAL SERVICES, LLC Fascia 5 3/4"' ALC15001 1/8" HEM 6"FASCIA_ 7" BLANK 4 1!4" FL121g4-R3 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the,duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 18' BLANK 3 / 8 PROFILE 2.625 REF. 50 1YP. 25 lYfi. W25 TY2. I , GGGGGG GOG o I IOCGGGG 1 GaaGa WIDE LOLNER PA=H M41 S;.ALQ LONERS FORMED IN SAME DIRECPON AS RIBS] ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty; installation, recommended use, or other product attributes that are not specifically addressed herein. CREEKQTECHNICALSERVICES, L..LC 12" T4 Soffit 5/16" \ 1/2" 1/2" 1/2" 1/2" 1/21, 3/4" 13.75" BLANK 3/8" PROFILE 50 'rrr 25 ?tP. 0.125 TY--. ALUMINUM COILS, INC Soffits Appendix D f O CC Q U 1 U- 10oa1 o PMscan LOWm-WIN (FLl1ON hS RMS) END OF REPORT ALC15001 FL12194- R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. t 4/2812017` Florida Building Code Online BGIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts i Publications FBC Staff BCIS Site Map Links I Search r,IicCf i l' Product Approval USER-: Public User Product Approval Menu > Product or A21&cation Se rcl > Application1-ist > Application Detail FL # FL5444-R10 Application Type 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 mark.d,harner@saint-gobain.com Authorized Signature Mark Harrier mark.d.harner@saint-gobain.com Technical Representative Mark D. Harner Address/Phone/Email 18 Moores Road Malvern, PA 19355 610) 651-5847 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 f 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 ASTM D3161, Class F ASTM D3462 ASTM D7158, Class H Year 2009 2009 2008 https://www.floridabuilding.orglprlpr_app_dtf.aspx?param=wGEVXQwtDgtahlg07CSsoycOrl28CcpCJinUeXw7ibKvl UzOW4hL8w%3d%3d 1/2 4/2812017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 Summary of Products" WarneWFL # ; Model, Number orr NDescription arne _; - --- — -- - - - — ---- - - ---- — 1 5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural i Shingles - - _ --... - -------lasphalt roof shingles ------- ---- ...-------- - --- ------ --- __.... -- i Limits of Use ; Installation Instructions Approved for use in HVHZ• No FL5444 R10 11 2016 12 FINAL ER CERTAINTEED Asphalt i Approved for use outside HVHZ: Yes ; Shingle FL5444-R10.pdf Impact Resistant. N/A j Verified By: Robert Nieminen, PE PE Design Pressure: N/A f Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Limits of Use Evaluation Reports I FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt I Shingle FL5444-R10.pdf i Created by Independent Third Party: Yes Contact Us :i 2601 Blair Stone Road Tallahassee. FL 32399 Phone: 850-487-1824 The State of Florida is an WEED employer. Copyright 2007-2013 State of Florida :: Privacy Statement :: Accessibili-Y 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 licersed 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 emall address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click `her- Product Approval Accepts: W. WR F9 Credil: Card safe recur MlaTRZ8. https: I/www.floridabuilding.orglpr/pr app_dd.aspx?param=wGEVXQwtDgtahlg07CSsoycOrl28CcpCJinUeXw7ibKvlUzOW4hL8w%3d%3d 212 T RI I ERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Cert!ficate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida. Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages.1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No, 59166, Florida DCA ANE1983 a, The fauimile seat appearing was authorized by Rober[Nieminen,: P.E. on 12/09/2016. 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. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have; nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY j ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 51h Edition (2014) Florida Building Code and 51h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL(TST 1740) ASTM D3161 99NK26506 11/23/1999 UL(TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/22/2005 UL (TST 1740) ASTM D3161 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 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 ULLLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report3532.09.05-R11 Certificate of Authorization #9503 FBC NON- HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 L_.. - ---- x' TRINITYz ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT'" 2S, XT'" 30 and XT'" 30 Mare fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle', Grand Manor Shangle®; Landmark'", Landmark'" IR, landmark'" Pro, Landmark'" Premium, Landmark'" TL, Landmark'" Solaris and Landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGateTM is a fiberglass reinforced, laminated, SIBS modified bitumen roof shingle. 4.4 Presidential Shake", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slater" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition, 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrihityJERD 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 Va;d = 150 mph (V IL = 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 Va,d = 150 mph (Volt= 194 mph). S.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 Vwd = 150 mph (V It = 194 mph) for residential buildings located in Exposure D conditions with no 'topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this. Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C.. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-RII CertiflcoteofAuthorhatlan d9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 i TRINITY ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 020'm, XTym 25, XT"`-30, XTT"° 30 IR. LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12 12" Use four nails and six spots of asphalt roofing cement* for every full r-(305 mm) (30 shingle (Figuro 11-4). Asphalt roofing cement inceiing AsT;Nl D4586 1" 2mail — sealant — 1"(25 mm)- Type II is suggested. — 5 t/a" (145`mm) 51/ 2'lotNomod 4PlantMETRIC 13y" 13'/e" 93Vs" { g Cement L( 25rmm) Sealant 1" (25.mm) Apply 1" (25 mm) spots of asphalt roofing cement— undereach tab corner. 6 /a„ Figure11-4: Usefoitrnai(stmdsrrspoT ofupGulrncartonstee¢slopes. CAUTION. gxcesstve use of roofing cement can cause shingles. to blister. Figure 11- 3: umfournailsforeceryfd1sbiIJ& 6.4. 1 Hip & Ridge for CT20'",XT— 25 XT"" 30, XT`" 30 IR: Cut Shingles 1" 2"( 50nxn) Rempve,, —j see I+ f' 12 ( a\ 5mm)t t tl i .5,._....) 3o5mrl)-- Fa•. it tl 11 tl f 11250A f _.-- d d4S 12' } l , F25 mml Cap — — caA cap 305mm) ,\m2 Shingle Shingle Shingle 5sla' Sh° h5`nl o ood Figure 11. 24:.Cul tabu, timm trim, back to make cap shingles ZWgllsb dimensions sbou,n). Figure 1l- 25: Inslalkdlon of raps along the Gips and rulgm. 6.4. 1.1 For ASTM D3161, Class F performance use BASF "Sonolastic" NPJTW' adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate oJAuthorlration # 9503 FBC NON-HVHZ EVALUATION FL5444-RIO Revision 11: 12/08/2016 Page 4 of 12 y^ TRINITY! ERD 6.5 I ARCADIATM. LOW AND STANDARD SLOPE STEEP SLOPE t' c StY nails for even full shingle located as shnavu helnn-, t tie SIX pails and FOUR gpiris of,aspltait rooting cement for ever' V [till shingle as shou-n helow.. "Apply asphalt ronfing cement 1"(25 mill) r-- r--r from ell of shindy. _lsphadt roofing n,n;cot 111ce ilin AM AM 1) 4586 11-pe II is suggested. 1-121 nm1— I+ Nail Lisa J-—— Nai! I Ncrllhie i--.1.--1.25:ar:1 1'125inmj—.-I Fiqra"e ;,': Gse .ri.c nrrilsf rr of err firl! s/jbmgla. Fi,;vnvr : tsa six mails and fora• spofs of a pbalf Poa!Ibl ccfncnl on s/etp slopes. 6.S.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 D3161, Class F performance use BASF ' Sonolastic" NP1'"" adhesive or, Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headiap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, LLC. Certificate of Authorization #9503 305 rn IwT FBCNON-HVHZ EVALUATION Hand -sealing adhesive 4„ 3/4 —s' — Dab of asphalt cement between --- shingle layers Evaluation Report 3532.09.0S-R11 FLS444-R10 Revision it: 12/08/2016 Page S of 12 i TRINITY ! ERD 6.6 BELMONTTm'. Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown bt ow_ Belmont shingle. Apply asphalt roofing r cement V (25mm) from edge of shingle. See below. Asphalt roofing rementrneeting ASTNI D4586 Type If is suggested. 1- ..5.,... !i, MM-- -1 t' Q5 rcm` r2':iI oT;) 25 rtc, 6.6.1 Hip & Ridge for SelmontTI: 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest", Cedar CrestTl IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle" Ridge f7girre 17-18: Shangrle" Ridge. t 8 Exposure Remove tape from the right side and fasten SECOND Fasten theme' left side r RIGHT FIRST LEFT rigrtre 17-19: Ms(allafion ofShangle0 Rki ue shhr tiles on b1psand ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11 " adhesive or Henkel "PLO 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 3532.09.0S-R11 FLS444-R10 Revision 11: 12/09/2016 Page 6 of 12 L— .- - .- - . - --.. - . — 6.7 6.7.1 6.8 TRII IITY i ERD CARRIAGE'HOUSE SHANGLEO AND GRAND MANOR SHANGLEfD- LOW AND STEEP SLOPE STANDARD'SLOPE lase five. for eveq full Slnm 4e. a « I+-{25 mm) ;25 nimi t. fr 5/6"Ll LLJ1 mari) F7grrrC 17-4. (ce, jhze willsfin, n, ecery.fr/l tinind Manor Shangle, Crrrringe llnnse Strangle. nr r.FuNrrruiul Slate. Use sevell nails mtd dirce: slums ofasphalt roofinggcenwat,filr esery Iu11 Grarid Mwior Sliawoe, f:%t' five Imil5 an(} fill-ce ;ipots of asphalt roofing cement foie every full Ca riap.11ot se Shan'gle'and Centennial Slate. Apply: gth:dt roofing cement 1" (25 nun) from algc of shingle 14kare 17. 5). Asphalt roofing cemem meeting ASTM D4586 It Lie I Is sttggestcrl, i r 11vmi i25 mi Fi4mrr', 17-5. µlwn r iwalli ig Crand J.'annr Sbangles on steep .dolxv rise seven lulds ruullhree. spoil rifrrrpbrrll raying rerneru. Hip & Ridge for Carriage House Shangle`0 and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge flip and ridge shingles LANDMARK'"°, LANDMARKT"` IRi. LAND(VIARKTM PRO, LANDM'AIW PREMIUM, LANDIVIARK',TL,: LANDMARRT"' SOtARISJANDMAR,04, OLARI5 IR, NORTHGATE LOW AND STANDARD SLOPE METRICDIMENSIONS 17' 14314" 12" I---( 305 mm) --(375 rnai) --(305 mm)--I i (25 mm) Reledae Tape 'i (25 mm)- Nai Area { tiC1 tANDMARK TL NorthGate: 13' M' 13" 131/ a" 343 mm)----(330 mm)-- --( 343 mtn)--I t" (25 mm) 1" ( 25 nun) - FigmcIJ4:Csvfourma sfareoyfrrl(sbin, 0e. SVIGE NAP IV; 12' 143; 4' ;V A'tln 1305 mm) -.-. 375 man) A (3a5.mm,-w- I Nallag i is its I' 25Upper ral fro fl, rrxer na I Ire Naling araas for low and standard slopm (Imm 2:12 to.2l 12) Nal det?mtm pprer A, k:rret Files a;: s +xvn.abwe.. Exterior Research and Design, LLC. Evaluation Report 3532.04.05-1111 Certificate oJrluthorization n9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/ 2016 Page 7 of 12 STEEP SLOPE use sis nails rnul lino• spots of asphalt roofing cement for every fall himinated shingle. See below. ASpkilt roofing cement Slwuid meet A STht L/15S6 7L1W IL Apply I" spots of asphalt roofing cement ancle elicit corner and at about 12" to 13" it, from each edge. METRIC DIMENS1014S 12., 30a im) Nail Area J_ "t Fox Sleep'" 25 1411.1"_- 12'°--'I375mm) (305 mm) 4. 1125 lease Tape 1 LANDMARK TL ng Cement NorthGate: STEER 12" 14-3i4" SLOPE I- -(305 tnm)- —(375 m NAILING inAREA6ehVeq25corn) nona o s.j t' I RINITY I ERD 13112'. 13" 13t12" 343 mm) (330 Mill) (343 mm) il-1,"(2551rani) 1"(25mm) i Figure13-5., Use six nails anelforrr spots of asphalt rnofrng Cement on steep slopes. 12" 305 mm)---I V( 25 mm)-•-I Nailing areas for steep slopes (greater than 2112) and " Stortt}Nailing" Nail between lower 2 nail lines as shown above. 6. 8.1 Hip & Ridge for Landmark""" Landmark'" IR Landmark" Pro Landmark'" Premium, Landmark" TL, Landmark'" Solaris, Landmark'" Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12• 97/a 250mm) 050mm) T (1SOmm) (125mm) I (125mm) Notch for Notch for Centering Centering f 12' 13t/4- 1 305mm) (337mm} Notches for Alignment Notchesfor. Alignment to r 9 7518• the Top Edge of the Previous the Top Edge of the Previous Cap for 5'(125mm)Exposure (180mm) — Cap fcr55/8'(141mm)Exposure ( m) English Dimension It Metric Dimension Shadow Ridge'" Shadow Ridge'" 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 8 of 12 6.8.1.2 6.8.1.3 9 27;'32 4591 I°%t'u' {I2i Ibnt; Centitat Fbach t i Align thvb // °•: 1,11its-ta top rdrle o par.iiiUz ia5i?fs t (IV inn) NorthGate Ridge 5- (1250m). Exposure 1 RINITY ! ERD 13 1/81, 4------- (333 min).__.__. fi 518,- '4 8 5/8' 168 mm)I (168 mm) Centering 131/V Notch 337mm) Align lheso 7-IB' notches to top edge of 094 nvn) previous course. j NorthGate Accessory i2" 3051nrn) "'I Laying Notch i I I C Hjure 13-20: 17se.laying noklres to center sGingla on tips and, ridges, and to locate the correct atposu% For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest— IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Certificate oJAuthorization N9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 i TRINITY ERD 6.9 PRESIDENTIAL SHAKE'"', PRESIDENTIAL SHAKET11 IR, PRESIDENTIAL SHAKE TUT , PRESIDENTIAL SOLAR18TM: LOW AND STANDARD SLOPE: STEEP SLOPE: For low anti standard slopes, use five nails for each full Presidential For steep slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply l' dianteier spots of asphalt roofing cement under each shingle tab. Alter applying 5 nails In between the nailing guide lines, apply 4 nails t" Nailing 1« — 40" above tab cutouts maldng certain tabs of overlying shingle cover nails. Guide Unes (1016 rem) 51 i4' — 1:33 mm) 141i4' t V2' 30 m n) (362 mm) } 1 NOTE: Apply nails on painted guideline. Figure t6-6.' FastepingPresidenHala)jdPresidential ]'L Sbake V diameter asphalt rooting cement shingles on tarn and standard slopes Figure 16-7.+ Fastening Presidential and Presldenttal T/L SLake 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 i" from. the bottom edge of the "tooth." Fasten each accessory Nvith two:fas- teners. The fasteners must be 13/4" Long or longer, so they penetrate; either 3/4"into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham,.At is 12' x 12'; Portland, OR produces 97/8' x 131/4"' accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1'""' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option.2: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. m 6.10 HATTIERASrm: LOW, STANDARD AND STEEP SLOPE: f mni) tLN:nin} (7apnxn) (7d0mnd I Ir(230 (min) (2a) Inr7i) (230 min) (230 mm) I i.. t Ia25m(n)-(25-nm)_I — r ( 14 n,m) Figure IS-3. Fusued"gl/,rllerna d'kiugis"' nu L"rr aurl5'lnodurri.Vr,Prc for Irne ;tad slan(hird slolxs, use (ire nails for each full nh"Iteisrs shingfe ;c; slui"nt :dxwc. Exterior Research and Design, U.C. Certificate of Authori:otion k9S03 9 atEl" 140. mmj FBC NON-HVHZ EVALUATION Figum /5-1: lin7rvrin/; I/nnrrrashiglia nn Slrrh.ihri"s For steep SlApex, use ai•e wok and ei la spas of asph:dt rwrfing ttqurd( imeiich hdl fl,111cr s shhigle as shoxu ahcire. ,1ppiF I' 35mm) dhoueler spou rat rrmoriag. Commit (:LSI'\f D 4i86-I Jv It wpw,4ed) nndcr r„a;h mli rot am Irress shing!c line 1]h(ce; do no( ew'se cent m. r:.11rrIM Tan mt'di mnfeig crmtaq run case shiuglcs (o MWer. Evaluation Report 3532.09.05-Ril FL5444-R10 Revision 11: 12/08/2016 Page 10 of 12 L.. i - t 1FINITY ERD 6.10.1 Hip & Ridge for Hatteras'"": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14: 18 tAree piece tin its separate to nuitke 54 Hatteras Accessary shingtes. 6.10.1.2 Option 2: Cut Hatteras Shingles 91, 23U mm) Cap Shingle I i I. I I i Cap Cg Cap Shingle Shingle .Shingle r8"—`i (460 Wip)—_`{ 243'MM) I _ 9 L Fas eo gosh Figure 15-20: Cat Hatteras sbingtes to nlake saver cap. Figure 15-21, Installatton of caps along lips and ridges 6,10.1.3 For ASTM 03161,.Class. F performance use BASF "Sonolastic" NP1"' adhesive or Henkel "PL11 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE7'";. HIGHLAND SLATE'"" LOW AND STANDARD SLOPE: STEEP SLOPE:. Ffgure 11-J., Cse FAA nailsfor ezety Aigbiand Sfato shingle. Use FI1'li nails and FIGHT spots of asphalt roofing:cement" for. -each. fullliighland Slate shingle. for Nllarnf;Dade, SIX'nails are required:. Apply C diameter spots of asphalt rooling.cerueut under each tab corner. Asphalt rooangceinent nieeang ASTM D45861yye 11 Is st 4 ested. e r us, r ss ml s} s,: sv, , Wsr15—) oer9quia 1••ii"'m'1 21,W a taonn b ied7eriYld"f _ ad%wt ei enow!1 — - RoofNg Canenl 6tgure 11-3A:. Use FIVE nallc aedeigbtspots ofaspball roofing ceniait undereacb. lab.corner CAUTION: Gxcesslve use of rooting ce nentcan cause sliingles W blisler. 6. 11.1 Hip & Ridge for Highland Slate'", Highland Slate— IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge— hip and ridge shingles. Exterior Research and Design, LI.C. Evaluation Report 3532.09.05•Ril certificate of Authorization N9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/ 08/2016 Page 11 of 12 r=:.. r TRINITY ERD 6.12 PATRIOT*"": LOW AND STANDARD SLOPE STEEP SLOPE Gse 110111Z nails (or every fall s4i n le loc;ilcd as sln-n belmv. is FOI R nail: and four sixlts or'osph;dt wolfing tx+tncnl for ea•elz°full shingle its slio"cu belowAsIlliAt roofing cctncnt nu.6ing, _ NX,\I 1)4586 Type if is stl( usied. apply I'(2i nml) spots of asphidt roofing Saala:;l cenlCnt it.,; shoml. C:it-110\: EXCessivt use of rtroGq; cement can C.111se shingles to blister. i"m i tl.- 13•I'n" -''- t3;,9' -^{r- 'fin` `) ! — — — — — — _ _.. _ i3iasl i333:?'ej it:;,ni - pSnrmi i • •:, Paonnq Camentl :. t 6.12.1 Hip & Ridge for Patriot": Refer to instructions herein for Cedar CrestT", Cedar Crest— IR, Shadow Ridge TM NorthGate or Shangle RidgeT' hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named CIA entity for information on which plants produce products. covered by Florida Rule 61G20-3 CIA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, L-C. Evaluation Report 3532.09.05-Rll Certificate of Authorization p9503 FBC NON-HVHZ EVALUATION FL5444-RlO Revision 11: 12/08/2016 Page 12 of 12 UINI I 1 ERD EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate ofAuthorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-924S FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This. Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51h 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 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes; the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced. Quality Assurance documentation changes. Trinity I 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: Robertl.M. Nieminen, P.E. pF The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 12/08/2016.: This does not serve as an electronically signed Florida Registration No. 59166, Florida DCA ANE1983 o ti, 7 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. Trinity) ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project.on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY ERD ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5th Edition (2014) Florida Building Code and 51h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R90S.2.4 Physical Properties ASTM D3462 2009 1S07,.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Ea!!iy Examination Reference Date UL (TST 1740) ASTM D3161 94NK9612 05/15/1998 UL (TST 1740) ASTM D3161 99NK26SO6 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 OS/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161. 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL(TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 IOCA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 IOCA44960 11111/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 ULLLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC ( TST 9628) ASTM D3161 & D3462 4786S70826 02/12/2015 UL LLC ( TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, LLC. Evaluation Report3S32.09.05-R11 Certificate of Avthorizatiafl #9503 FBC NON- HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 2 of 12 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`"' TL, Landmark"" Solaris and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate"m is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake`" IR, Presidential Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate"" and Highland Slate`"' IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot"" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge", Cedar Crest", Cedar Crest" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2,6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Vasd = 150 mph (V Ic = 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 NIP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Vwd = 150 mph (V It = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category 8 or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris—) exceeds the calculated uplift force (FT) at a maximum design wind speed of Va,d = 150 mph (V it = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet, The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION FL5444-R1b 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 f RINITY ERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. CT20', XT`"" 25, XT"' 30, XTt"' 30 IR..... LOW AND STANDARD SLOPE ENGLISH 12" 12" 12" 205 —(305. rmi) (305 nsn) { r-1"(25min) —Sealant V(25mm) 5 slu" (145 nun) 5112"pti Nor.4 T METRIC 13r/s" nr1"(25mm) Sealant - Figtnr II ,3: Use fo ur nar/sfor emy full sbtr;& STEEP SLOPE Use.four nails and s&---spots of asphalt roofing cement* for every full shingle (Figure 11-4), Asphalt roofing cement meeting ASThI D45S6 Type 11 is suggested. Rooting T Apply 1"-(25 mm)spots of asphalt roofing cement under each tab corner. Figure 114, Use,four nails and six spots ofaspball cerirent on steep slopea CAUTION: Excessive use of roofing cement can cause shingles to, blister. Hip & Ridge for CT207"" XTT' 25 XT" 30, XT'^" 30 IR: Cut Shingles L51 4 1 11 I+2" (50 mm) Remavey- r 1, QJCapCap 305mm) Shingle Shingle Figure 11-24: Cut tabs, tbx n ulna brick tb wake cap sbinglos Wng11sb d4uenslons sboum) 305 mm)%' j1P5mm) — l` \ 1 A5 ntt 1\ ej *+rood. p an l 5 1 vatl• Figure 11-25. Installation of caps along tlx: Lips and ridges. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11 " adhesive or Henkel "PLI Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report3532.09.05-Rll Certificate ofAuthoriiation #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.5 ARCADIW`: LOW AND STANDARD SLOPE USC tilX=nails for eve-rx+fail shingle located as sho mi hciow 15 ran; V(25mm)—+- ilwv 2_ Cse fir nails fur e;rvc r fill sbingle, TRINITY ERa STEEP SLOPE L,e SN. naits and FUIiR shots of asphalt roofing ceurent for etcr'V full shingle as slionn lxlott _ pply asphalt cmfing centent I"(2 nm,) front cage of shingle. Asphalt r6ofing cement ateeting:1ST\[ 0 4586 TITe If is sub c.tc 1. Fgl1re?: LseSia fulits andfatespotsgfa:sp4nll- ibz,, c:curci,tbn Steep slapes. 6.5.1 Hip & Ridge for ArcadiaTM: Cedar Crest'"', Cedar Crest'"' IR Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment, into, the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic® NP11"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line '/a'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 NIP 1 or PL adhesive between the shingle layers. Exterior Research and Design;-LLC. Certificate of Authorization,119503 t12()$nvu) {3d5 mrn) 11 x 11 l \ FBC NON-FlVHZ EVALUATION Hand -sealing adhesive 14- 1/4 "-- 3/4" r Dab of asphalt cement between — sliingle layers 1, Evaluation Report 3532.09.05-1311 FL5444-R10 Revision 11: 12/08/2016 Page 5 of 12 i X J TRINITY ' ERD 6.6 BELMONT4` : Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spats of Use FIVE nails for every full Belmont shingle, asphalt roofing cement*' for every full located as shown below. Belmont shingle. Apply asphalt roofing cement `E" (25mm) from edge of shingle. y See below. Asphalt roofing cement meeting ASTkI D4586 Type 11 is suggested. t' I-•—i'i 5:i? rf/t 125rrrn:---- -'— j vr 6.6.1 Hip & Ridge for Belmont': 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles, 6.6.1.2 Option 2: Shangle" Ridge Figure 17-18.- Shangle' Ridge. 18' Exposure Remove tape from the right side t ,' g• and fasten SECOND Fasten thef' left side 5 RIGHT FIRST 8/s LEFT Fig tre;17-19: Installation of Shangle0 Bkkw shingles on hips and rld c>s. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic° NPV"" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, L-C. Evaluation Report 3532.09.05-1111 Certificate of Authorization#9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE ® AND. RAND MANOR° LOW AND STANDARD SLOPE Us(! lire nails for every full sham le, 1 1255 irm•,) 5r13" a 5/9-' IG nsmi (220 mm) Figure17 t t;'sefitt nailsfor•ater),fid(6rrta((-tlurnn>SFtirrgle, l «a G(ge lrurca Skingle ur Geute wirl skae+ T9 T ' ERD ANGLE:..: STEEP SLOPE Use sevea nails and t iree spoil of astrhali rooGgg cement lirr every lidl Gnmd 4Llnor Shall0c. Use five naiLi and three.sllols of nsphalt- moling cement for. evetyfuit Carriage }louse. Shangie arld 6enlenr iid Yale, htiple.t phnlCux firig.ecnrrnt I" (2.S men) fr m etlge.uf shingle Al are 17.5). )ksphalt rooting cement Meeting ASCH 04586 Ulkc I( is Cng esmL j L•_ t75 rrrar3 !' i fZS Stan) 5i5 ICmn)ii ,` 1220nunf Fi;rnr. 17-5r I(¢n r/slrtlltng Giurtdalrarr.rcartnticc ,n,veep,clafxti, mw seven uuils turilnfocjtblt(r mnfljlgt(nraq[. Hip & Ridge for Carriage House Shangles and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARK"', LANDMARK"" IR, LANDMARK"" PRO; LANOIVIARK'"' PREMIUM; LANDIVIARKr" Tly LANOMARKr"' SOLARIS, LANDMARK,M'SOLARIS-IR,.`NORTHGATE: . LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/1" 12" 1-_-( 305 rnm)--•-:-(375 mm)--r-•_-(305,,m )- I { itimm) ( RelcassTipei (25mm) Naoa6leAre, Exterior Research and Design, LLC. Certificate of Authorization k9S03 LANDMARK TL 3rj2„ 13" 13112" 343 rim)- •-( 330 mrn)----(343 mm)-- I" (15 mm) -- -- 1"'(25 uunp _ I -• 1 idzne l3. 4u V'k fow, ua lsfior oret0 fide sGrr le, NorthGate: WINE WINC I, 14::4 t7." A>;t_ A- -.- (305 r;mJ —+. f375 mmj wait 4 4s I-'-f { 25m*Ij 'np rtilino t I (25Tuni—r-j Mailing arm for law and standard dopos (team 2:12 in 21421 Nal asq xn ur(;er d kna L ws e: 5 •nsn aba?o. FBC NON- HVHZ EVALUATION Evaluation Report3532. 09.0S-R11 FLS444-R10 Revision 11: 12/09/2016 Page 7 of 12' STEEP SLOPE u; e slx nails turd foor spotsofitsph;dt roofing cement for every fill LANDMARK TL lanrinatccl shingle See Getott. Asphalt roofing cement should nice[ V$ 71Lt 1)4586 Iv, It. ,4phh 1" spots of asphidt roofing cenienf Wide 13112— each tornerand at altout 12" to 1:3' io G-on1 each ufge. (343 mm) METRI( DIMENSIONS 1"(25 mni) i I 305 • am) (315 min) (305 misty (251mm) eJ t TRINITY } ERD IT' 13112" 330 mm) (343 trim) 1 "( 25 (rm) I RocfingQemeril 1 r75 nun) ,..{ I Release lope i Nail Are _'1- _. . — -• . Eor Steep Figure 13 S: UsesLv nails and fourspritsof asplidt roofing cenevrt on steep dojrec 1'( 25frf6, Roofing Cement NorthGate: p 12" 14-3 4" 12" PE" 1—(305 mm)-• -•— (375 m7t—" _(305 IT ING r, NaiGno Limits Al ( t" 25 mm betrvesft nor 1"(25 ITM) —.. { ) nnailuses. 1" 25 mm) t • .,_ J .._---_. ...,... 1 E3o0fing Cemen Nailing areas for steep slopes (greater than 21:12) and "" utantrNalling" Nail between lower 2 nail lines as shown above. 6. 8.1 Hip & Ridge for Landmark'"" Landmark'"' IR Landmarklm Pro Landmark'" Premium Landmark'" TL Landmark'" Solaris, Landmark'" Solaris IR, NorthGate 6. 8.1.1 Option 1: Shadow Ridge" or NothGate Accessory 12 91/ 8 305mm) r(125mm) 250mm) 125mm) 150mm) 050mm) f Notch for Notch for Centering 12' ' , f 1 5mm) Notches for Mg,'""t to the Top Edge cf the Previous 1 Cap for s"(125nur)Exposure t 80mm) English dimension Shadow Ridge" 131/ 4" ,t 7 l3lmtnjNotchesforAlignmentto $ 7 /8' the Top Edge of the Previous (19omr Captor55r8'( 141mm)Exposure i_ Metric Dimension Shadow Ridge`" Exterior Research and Design, LLC. Evaluation Report 3532.09.05-R11 certificate ofAuthorizotion #9503 FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 1,131. Tcrt:l#; hlrtcF, 9'ai4' p37 rWAlign th;ia1 1j r ,L has to top , y; NorthGate Ridge kfT I TpR.lNIT ERD 131181, Ij r_..._.... (333 mm)- 6 5l8' I...6 518°-- 168 moll, (168-mm Centering 131/4° Notch 337 mm) ' W Align1hrso . notches to top (t94 7 8. edge of previous course. _( NorthGate Accessory 12" 30.5tntt l laying Notch Flgnue 1340: Use layingnotches to center sbtnglcts:on bips'and ridges;, and to locate the r-on-ect aVosure. 6. 8.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 8.1.3 Option 2: Refer to instructions herein for Cedar Crest'"", Cedar Crest'^' IR hip and ridge shingles; Exterior Research and Design, L-C. Evaluation Report3532.09.05-R11 Certiftcote of Authorization N9503 -FBC NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 9 of 12 x` f TRINITY ERD 6.9 PRESIDENTIAL SHAKOm, PRESIDENTIAL SHAKET" IR, PRESIDENTIAL SHAKE Wm, PRESIDENTIAL SOLEIRIS7A4: _ LOW AND STANDARD SLOPE STEEP SLOPE: LOW lonv andSTANDARstandard slopes, use five nails for each fi1I1 Presidential For steep slopes, use nine nails for each hill Presidential shingle acid shingle as shown below, apply 1' diameter spots of asphalt roofing cement under each shingle tab. Afterapplying nails in between the t1<ailingguide ties, apply 4 nails i" Nailing 1.----• 40" above lair cutouts malting certain tabs of overlying shingle corer nails, Guide Lines (1016 rain) 1331nm) 141id" 1 1127 off nirre) (362 mm) NOTE: Apply nails on painted guideline. mdgure t f-6. mitstenhigTimiden liat and Presidential TL Shake slim des on tout and standard silo fires. i T 1' diairlettir asphalt roofing cernent b Ftgure t6-7% Fastening Presidential and Ptrstdenflnd T/L Shake sbingles on steep slopes: 6. 9.1 Hip & Ridge for Presidential Shake", Presidential Shake'" IR. Presidential Shake TL` , Presidential Solaris— 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL, ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles up.to the ridge (ex ose no more; than l" from the bottom edge of the 4'tooth." Fasten each accessory with two fas- teners.. The fasteners must be 13/4" long or Longer; so they penetrate either 3/4" into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced. in 13lrmingham,. AL is 12"x f2"; Portland, OR produces 97/8" x 131/4" accessory 6. 9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP111" 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 HATTERAS"": LOW STANDARD AND STEEP SLOPE: (2;910fit rB)nlmj 1 (? l nm) ('l3tietml Fipum l,f ;> Fip7eehrl Fln!lcras.yfiixglcs mi Low mid,yondard ,ilotwc. F,) r 1,)%v -ind >Iant6trd :Jibes, use rite i iuls for e: ch fitly. 11: tlteras Alioglt n> 3xittu tl u"e. 0) Ffg+ unr l4. 1,:. fill,'tIJFli; Udell .s Sluwglrs 411:thq71S161.'S run' ztoq, d"11", t o Gco nails -.111d 6glit ,tIk4S oGsp[uli rnnfin; crnient for, t&Ti Intl f1 tltr.rt. iliin;IC d5 slanfIl A vive. Apply I' i: finnd t twe4trr`flo ter'ooloi;-ceoleut (AS7,Vrn.,i5861}pe 11 wggyird) toldel V.01 ndl Comm prcu shing4t into place, do not Moon - All rift'ftm umellaxtf ag co .l not Came sll itgte,' to(Mister. 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 10 of 12 TRINITY!ERD 6.10.1 Hip & Ridge for Hatteras": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14.- 18 tbree piece units separate to make 54 Hatteras Accessorysbingles. 6.10.1.2 Option 2: Cut Hatteras Shingles g11— 230 mn}) I I Ji',g 18"-- 460 min}(203 rnm) Cap Cap Cap Shingle Shingle Shingle 9 m\ 40 Figure 15.20: Cut Hatteras shingles to iLlnke couet cap.' Figure 15 11: fnstallation of caps along !rips and ridges: 6.10`1:3 For ASTM D3161, Class performance use BASF "Sonolastic" NPlrI" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, 6.11 HIGHLAND $LATEr"", lGHLAND SLATE7 IR.-;- LOW AND STANDARDLOPE: i1EEP SLOPE: r,{ iyRi-D&1E.fHpJIr2S . six. A& (t,ru ,'ih Wim uff c8mv A at al oniY). F1, ura Il-ji. Use FIVE rsait5 for every 1llglitand Vala-shingin Use ME nails and EIQI.T spots of asphalt rooting cemeut* for each Judi Highland. Slate shingle. for Miami -:Jade, SIX nails are required. Apply !' diameter spots of asphairroofing cement under cacti tab corner. asphalt romIng.cement nice ang.kTrM ll3586't}pc a is suggestd. rirw.l _. tnamnl. n nA- m N- 115imil. rzsmml._ _ Iria7 ow' b$ZMiNiUYfS OmnivetEiEed Gore"reeler • J.t <.1 i nal Jtir Fs sh",x j: -- Rooftngcement F1gae://-3d: psellYE nntlsand eJght. spots'ofa-Ypbrttt roofing L ernentamdar eac-b tali corner. CAUTION:, Excesstve use of rootingcemeni can cause shingles to blister. 6. 11.1 Hip & Ridge for Highland State"", Highland Slate"" IR: Refer to instructions herein for Cedar Crest"^, Cedar Crest'" IR or Shangle Ridge" hip and ridge shingles. Exterior Research and Design, L-C. Certificate of Authorization N9503, FBC NON-HVHZ EVALUATION Evaluation Report3532.09. 05-R11 FL5444-R10 Revision 11: 12/ 08/2016 Page,11 of 12 s TRINITY E ERD 6.12 PATRIOT`"":' LOW AND STANDARD SLOPE STEEP SLOPE use Fol];R nails for cvery full sfiho,,le loaticcl a shown licloty. use 1:o Il itails and foul spb(s of isplult roofing cenrtnt for cwfy (Lill hin,; le is shsucn below Asph d1 roofing MUCH[ nrec it .15I Ai I) t $f fyhc Ll is su, unied .lppli, 1'(21 nun) slot, Of :Isph Jt tooliuti F— S^alard cctnlytl Ls'shor it. C- AU11 ': Li/ tssitie use olraaling MIMI( c.:nt 011se shtnOes to blister. Ian i wln ,.1I i' t rn' I S:rmttt I C. t • , Rooting Gemerti . m-: i i3i',;n1 itiie7J 6. 12.1 Hip & Ridge for Patriot': Refer to instructions herein for Cedar Crest*", Cedar Crest'" IR, Shadow RidgeM 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 compliancewith 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. Certificate ofAuthorimtion p9503 F13C NON-HVHZ EVALUATION Evaluation Report 3S32.09.05-1111 FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 L.------ — r i Florida 130ding Code Online BCIS Home I Log In 1 User Registration I Not Topics I Submit Surcharge j Stats & Facts F CJfI(a OR ProductApprovaldrI. USER: Public User Product Approval Menu > Dr i ,d or Annli anon Search > Application List > Application Detail FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived n Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 . 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments FBC Staff 1 BCIS Site Map i Links. I Search I Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Knezevich, PE Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 0 Validation Checklist - Hardcopy Received FL15216 R2 COI 2015 01 COI Nieminen pf http://xvww,IloridabuiIding.orgiprlpr_app_dLlaspx?p.=am GEVXQwtDgv3yVVK-TZIQRAdhyl2u&kQGQyljaWiVeiOpVSvxwSdCoQ%3d%3d[812412017.I-57:i9.Rlvt]....... Florida Building Code Online 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/2312DIS Surtimary,of Products FL # I Model, Number or Name I Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15216 R2 II 2015 04 FINAL ER INTERWRAP RHINOROOF FI_t 5216- R2TodfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FL15216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2T12df 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 Sta m nt :: Accessibility Statemen' :: Refund Statement Under Florida law, email addresses are public records. If you do notwant your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455. 275(1),. Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The 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: - - Credit Card Safe bttp:// wi'.tiv.flori8abuading.org/pr/pr_app_dtl.aspx?param-vGEVXQmtDgv3yVVKIZIQIL1dhyl?uSkQGQ,ljai-MVeiOpVSvxwSdCoQ%3d%3d[8/24/20171:57;59.PNIJ_. _ _ _ Tl lNITY ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT 413 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 F115216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation. Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code. sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was,authoriied by Robert Nieminen, P.E. on 04/27/2018: This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmittedtothe Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinityl 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. 5. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. i TRI1 11Ty i ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.S.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Enti Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certificate ofAuthorization #9503 FL15216-112 Revision 2: 04/27/2015 Page 2 of 3 TRINITY ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-S/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CA entity for information on plants covered under Rule 61G20-3 QA requirements. 4. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 Certificate of Authorization #9503 FL15216-112 Revision 2: 04/27/2015 Page 3 of 3 TRINITY; ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada SCOPE: EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #i13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FL15216-R2 Date of Issuance:02/17/2012 Revision 2: 04/27/2015 This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearingwas authorized by Robert Nieminen, P.E. on.04/27/2015. 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. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued, 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY ERD ROOFING.COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1S07.5.3. T1S07.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.95 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 200S 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395CDQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395CQQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered p.o.lymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type If felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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 or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER: OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 FL1S216-R2 Revision 2: 04/27/2015 Page 2 of 3 i 1 i 4 t' TRINITY ERD1 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver; Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Layer; 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps; resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock. Hersey— QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 F1.15216-112 Revision 2: 04/27/2015 Page 3 of 3 f' 4/28/2017 Florida Building Code Online r{J N°91'Y ' ins1 !'( teal ah ! ' iE U{fll{IIMI -rwHt acis Home I Login I user Registration Hot Topics ! Submit Surcharge i Stats & Facts I Publlcatlons I F8C Staff I BCJS Site Map j Links I Search Flol'I[i l Product ApprovalE'D USER; Public User Product Approval Menu > ProAua,Y_gr,[ Ij a on 5e c > pp I r. o j_jAs > Application Detail FL 9 FL3792-118 Application Type Revision Code Version 2014 Application Status Approved 4Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary, Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Small 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certificatlon Mark.or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Miami -Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A https:l/www.iloridabuildirig.org/pr/pr app dti.aspx?param-wGEVXQwtDgsFgPhXouzz9PGbeVjdii<Ek7oGQ6zyYnmkp/a3d 113 4/28/2017 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 1730 Roof Limits of Use Approved for.usein HVHZQ Yes _ Approved.for.use.outstde HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1, Refer to.appiicable building codes for required ventilation. 2..Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code, 3, Lomanco's Model 7.10,750,710 Roof.Lduv&s: shall not be instal led,m roof mean heights greater than 33 feet, 3792.3 1 750 Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable building codes for required ventilation, 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. 3792.4_ 770 Roof.Louver Limits of Use Approved for.use' In-HVHZ: Yes Approved for use outside HVHZ;. Yes Impact Resistant: N/A Design Pressure: N/A Other; i,.Refer to applicable building codes for required ventilation, 2,-Lomanco's Model 730,750,770 Roof Louvers shail,compiy with:applicable buiding code.. 3:..Lomanco's Model 730,750,770 Roof Louvers shalt not be installed on roof mean heights greater. than 33 feet. 3792.5 1 770D Roof Louver Limits of Use Approved for use in iivHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL3792 RR C CAC Lomanco 135 - 2000 PV NOA 11 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: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602, 02, odf Created by Independent Third Party: Yes Aluminum Roof Louver FL3792 R8 C CAC Lomanco 706 Series NOA 11 0602.04.odf Quality Assurance Contract. Expiration Date 08/16/2016 Installation Instructions FL3792 R8 11 Lomanco 700 Series • NOA It 0662 04 pdf Verified,By: Miami -Dade BCCO - CER Created by Independent Third Party:. Evaluation Reports FL3792 R8 'AE -Lo co 700 Series e NOA`11-0602.04: df Created: by Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC Lomanco 700 Serl s NOA 11 0602.04.odf Quality Assurance Contract Expiration Date 08/16/2016 Installation Instructions FL3792 RS II Lomanco 700 Series - NOA 11-0602 04, d Verified By: Miami -Dade SCCO - CER Created by independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11 0602 04 ndf_ Created by Independent Third Party: Yes Aluminum Roof Louver T Certification Agency certificate FL3792 RS C CAC Lomanco700 Series NOA 11 0602X odf- - QuaNty- Assurance Contract Expiration Date 08/ 16/2016; Installation - Instructions Fh3702 R8 II Lomanco 700 Series- NOA 11-0602.04 df Verified By':Miami-Dade BCCO - CER Created by Independent Third Party: ' Evaluation Reports EU792: R8 AE Lomanco 700 Series - NOA 11 0602 04 ndf Created by Independent Third Party: Yes Aluminum Roof Louver Certification Agency Certificate FL3792 R8 C CAC NOA 15-0709 09 pdf Quality Assurance Contract Expiration Date i0/ 04/2020 Installation Instructions FL3792 R8 II NOA 15-0709 09 odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports I https:/Iwww.floridabuilding.org/pr/pr app dll.aspx?param=wGEVXQwtDgsFgPhXOUZZ9PGboVjdll(Ek7oGQ6zyYnmk%3d 2J3 4/28/2017 Florida Building Code Online FL3792 R8 AE NOA 15-0704 09 odf Created by Independent Third Party: Yes Contact Us :: 2601 Dlalr 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 :: AccessIbUlty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. instead, contact the office by phone or by traditional mall. if you have any questions, please contact 850.487.13135. r Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F,S, must provide the Department with an email address If they have one. The 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 +a-. Product Approval Accepts: Ed ® 99 .:.. SCCi1T1Z} hiETAIC6 ', httpsJ/www.floridabuilding.orgiprlpr app dtl.aspx?param=wGEVXQwtDgsFgPhXouzzgPGbeMdikEk7oGQ6zyYnmk%3d 313 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Mianu, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.Eov/economy 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 .night to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after,a renewal application has been filed and there has been no change in the applicable building code -negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a.revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall_ automatically terminate this NOA. Failure to comply with any section ofthisNOAshallbecauseforterfninationandremovalofNOA. 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 doneinitsentirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufactureror its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA rcnews NOA No.15-0831:07 and consists of pages 1_ through 9 The submitted. documentation was reviewed by Gaspar J Rodriguez. MIAMI- DADE ..,COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6.5" diameter opening. . Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name Date Center for Applied Engineering MDC-98&99 TAS 100(A) 03/t6/95 PRl Construction Materials LOM-013-02-01 TAS 100(A) 05/21/07 . Technologies RRWA-001-02-01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 Mai AUEcovNTY _ Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attachment of ridge vent system over composition shingles. Cutout: Vents shall be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge Iine to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent -is centered over vent hole. Fasten the base. to roof decking with 1 %4" aluminurn annular ring shank nails. With the first nail 1'%a" from roof louver end and a minimum of 6" o.c. at the front and backside -of louver vent parallel to the ridge. And with the first nail 1'/a" from roof louver end and a minimum of 8" o.c. at sides of louver vent. perpendicular to ridge, keeping heads of nails under shingles where possible (see. 700 Series louver roof vent profile drawing). Seal all seams and nail heads with roofing cement Ridge Shingle: N/A_ Net Free Area: Refer to manufacturers published literature. Minimum Slope: 2:12 MlAMi-DADS COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradenanie: Model 750 Roof Louver System Type B: Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Cutout: Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maxi-muin 19" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; out vent hole along the scribed circle. Installation: Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf ' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply Y? wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x 1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Net Free Area: Refer to manufacturers published literature. Minimum Slope: 3:12 GENERAL LIMITATIONS: 1. Refer to applicable Building Code for required ventilation. 2_ Lomanco's Model 730,750,750-5, 750-E, 770 Roof Louvers shall comply with all applicable building codes 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Mode1730,750,750-5, 750<E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 61G20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 . MinMi•daoe couN Expiration Date: 08/16/21 Approval Date:.06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A f MiaMi•dnoE courrnr NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 DETAIL B NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6of9 DETAIL B (CONTINUED) FASTENER LOCATION FOR METAL PANEL INSTALLATION OF 750 FASTENER i nJ 1 L` F\Gf MtaM•oao touroTY NOA No.: 16-0510.28 Expiration Date: 018/16/21 Approval Date: 06/30/16 Page 7 of 9 DETAIL C Page 8 of 9 Y 4/28/2017 Florida Building Code Online t-. "e: Product Approval i:.... ,ry'- USER: Publlc User Product Aooroval Menu >-Produd nr ApRfira[Ion Search > Annlicatio i-List > Application Detail FL # FL158-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Erna i I Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By CAST-CRETE USA, Inc. PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext128 cparrino@castcrete.com Craig Parrino cparrino@castcrete.com Craig Parrino PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Craig Parrino PO- Box 24567 Tampa, FL 33623 cparrino@castcrete.com Structural Components Products Introduced as a Result of New Technology Certification Mark or Listing Miami -Dade BCCO - CER Miami -Dade BCCO - VAL Standard Year ACI 318 2011 ACI 530 2011 r,j Product Approval Method Method 1 Option A Date Submitted 04/29/2016 https://www.floridabuilding.orgtpr/pr_app dtl.aspx?param=wGEVXQA,tDquegl°/a2bT71%2fF192gnRzHNuicl5pgLXkU6g°/a3d irm 4/28/2017 Florida Building Code Online Date Validated 05/06/2016 Date Pending FBC Approval Date Approved 05/06/2016 4immary'ofPr6ducts >.... '... FL # iNodel, Number or Name '` Description 158.1 High Strength Concrete Lintels 4, 6, 8, and 12 inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes j FL158 R8 C CAC NOA 14-0903,03.Ddf Approved for use outside HVHZ: Yes FL158 R8 C CAC NOA 16-0126.03,odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 II NOA 14-0903.03.Ddf I FL158 R8 II NOA 16-0126.03.Ddf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AAIEEO 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 officeby 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 dick here . Product Approval Accepts: W' FAN N risk ...gin Credit Sato bt C ltrl><!hiETIiICS' https:// www.floridabui Iding.org/prlpr_app_dtl.aspx?param=wGEVXQw(Dquegl %g2bT71 %2fF I92gnRzHN uicoj5pgLXkU6g%3d 2/2 MIAM I•DADE 11iUN-1I-DADE COUNTY PRODUCT CONTROL, SECTION DEPARTi1IENT Or REGULATORY AND ECONOIiIC RESOURCES (RE, R) 11805 SW 26 Street, Room 208 BOARD AND CODE ADi1•IINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) irrv_nv.miamiclade.eov/econortry 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 Miatni 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:.requiremetits of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1. of 1,. prepared by Craig Parritto, 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, PE., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large, and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the .Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -by the expiration date may be displayed in advertising literature.. 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 byHelmy A. Malcar, P.E., M.S. NOA No. 14 0903.03MIA6DADE'GOUNTY! J{ f/. Expiration Date; 09/11/2018 rI ;' Approval Date: 10/09/2014 2. o /.- Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 403-060.5.04 A. DRAWINGS 1. Drosving ATo. FD4612, tilled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrirro, P.E., elated 11arch 24, 2003 and DraavingXo, LT4612, titled Cast -Crete 4', 6" & 12" Lintel Snfe Load Tablas", sheets I through 3 0l'3, prepared by Craig Parrino, P.E., darted March 24; 2003, last revision #1 dated April 28, 2003 both drawings signed and settled by Craig Parrino, P. E. B, TESTS 1. Test report on.(lexural testing on 4 ", 6" & 12 " Precast Concrete Lnntels Filled and Uq lied k1odels, total of (13) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories,. Report No. 30404A, dated 04110103, signed and scaled by Christopher A. Hannon, AE. C. CALCULATIONS 1, Calculations for Cost -Crete Lin 'lets, dated OS129103, 207 pages, prepared by Craig Parrino, P.E., signed crud sealed b}r Craig Parrino, P.E. 2. Calculations,for Cast -Crete lintels, dated 05129103, 140 pages,: prepared by Craig Parrino, AE., signed and seated by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quath), System klanual for Cast -Crete Xiachine kfade Precast Lintek revised on Alcrl, 1, 2.002. 2. Cast -Crete Qtrcrliry Sysfent 111arnral far Prestressed Proclrrcts dated 2002. 2, EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08=0320.09 A. DRAWINGS 1. Drmvorg Aro. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrirao, P.E., dated Afarch 24, 2003 and Drcnving Xo. LT4612; titled Cast -Crete 4'), 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, .P.E, dated 1farch.24, 2003, last revision dated Adarch 11, 2008, B,. TESTS 1. 1vorre, C. CALCULATIONS 1. None, D. QUALITY ASSURANCE 1. A), Miand-Dade County Building Code Compliance Office. E, MATERIAL CERTIFICATIONS 1. Arone. HWiy A: MaIca a, P.E , i11.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 1; - 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCESUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1, Drawing No. FD4612, titled "Precast and Prestressed Lintel 'Detalls", sheet 1 of 1, prepared by Craig Parrino, P.E., dated Adarch 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Sgfe Load Tables'; sheets I through 3 of , prepared by Crciig Parrino, P.E., elated March 24, 2003, lost revision dated March 11, 2008, all signed and sealed by Craig Parrino, P. E., on Alarch 22, 2012. B. TEST'S 1, None. C. CALCULATIONS 1. rNone. D. QUALITY ASSURANCE 1. By jVlicrmi-Dade Coujrty Department of Permitting, Environment, and Regulalmy.iffcrirs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter _iroru Cost -Crete Corporation, elated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER,PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. ! None. C. CALCULATIONS 1. / None. D. QUALITY ASSURANCE 1. By Adiami-Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. 1filffl ' A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No, 14-0003.03 Expiration Date: 09/1t/2018 Approval Date: 10/09/2014 E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1, Drauving Alb, FD4612, titled "Precast and Prestressed Lintel .Details'; sheet 1 of 1, prepared by Craig Pal•rino, P. E., dated Alarch 24, 2003 and Dralvi rg No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Sgfe Load Tables'; sheets I through 3 of 3, prepared by Craig Parrino, AE., dated klarch 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pal-rino, P.E., 017 August 19, 2014. B. TESTS 1. Nol7e. C. CALCULATIONS 1. Calculations.for Cast -Crete Lintels, elated 0811912014, pages 14.201 through 14,236, Prepared by Craig Parrino, P.E., signed and sealed 41, Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Alirnni-Dade Couno) Department of Regulator), and Economic Resources (R FR). E. MATERIAL CERTIFICATIONS 1, None. F. OTHER. 1, Letter frorrr Cast -Crete USA, lac.,, dated August 19, 2014, signed and sealed bit Craig Parrino, P.E.; certifying compliance with the Florida Building Code, 2014 Edition. Helq ` , Makar, I'm, M.S. Product Control Unit Supervisor NOA No, 14-0903.03 Expiration Date; 09111/2013 Approval Date: 10/ 09/2014 E.3 AS .M® HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE "8' TYPE "A"_STIR R II v v L"C" .SPACING. S" ISPACING A' BOTTOM STEEL LENGTH 6" & 1 V PRECAST LINTEL RE NFORCING CAGE FABRICATION MODEL W PRC Ae1 1- NrE 12" PRECAST y/-2' RFCE30 -OR 11-LWTFL A" pR[f[ U-11HTfL a• e llp.[ENT[I, 313 . 11 5//' I I1 4 1 1 3 41 16' E /{' 1 i f61 3 4' 1 1%2's 8 xe['A• UJgpL 41.' Tor "M Ai nOVR.! OUAO h Y SGIIRWRItD 3/11AAUPA - 1 1C• tntaus lii I.W Alclwa naNYf[t[0.a[e lx'e aY SNUNS a fi[[A o r mu w uan°Yivu a 1 -,uNA NRn>t u wu«uR mc •R• snRRUPs i uc1Dx"e TNo a 1/[uwolom Rhin 1/A 3 1 A 1/4 7 i6 r l ' 7 i6 7 IS 3 3 4 7/7A STIRRUP DE1A113 j--SP-'ID_ LIB 8" PRECASi U-LINTEl 6 12" PRECA57 w/ 6' RFf 12' PRECAS7?V 4 SOLID LINTEL DATA TABLE MA E co>r cA>rAfcYm:a 6" PRECAST U—LINTEL DATA TABLE IfI wo EICz®i7F1F1 L10 2[d.:I7:7Mm Vk i l516II1iun itE2ax0ma a . FiaMUZINM gy manmcomrmmisrvmiB molm ' iar9F)nlrE1,I[YS>ii>aS90 R1afl[7ff17E7f#R ffi[3IJSLT3 Ifa9®f.F>LJrt.Br[C37rQ_+AO nwo rF'ID iizL IDBrF P 9O IrF3S imm[FLL 3m i 10 EF1EII.?•[[ _mmif ii..^t OmitO 12" PRECAST U—LINTEL DATA TABLE ww"w". mum EjIT1f i7.a: i lZ fiLI6Wmav IMS T1fEi 7i Sjnm- E3m 0, sE•Sarta.>:>iano poi rommknsnammmuma3[rsam+ ca Jr. m Em. OCL l W."ME,21-mm L1m offm=u"KmwW' t3i111011. 1 h:1iL'.immiifllitt til ICSi. mQ dEffim 1[f l iNunn l iiii"j• O W=wmm Q' i QSGiF6i iAs\If'TTPFifl1Y 37T3T v.of4,afe".. . ILIGS/ tlClisiRM ..xaf } a{J V e:YCr©lll[! wiClylowbe r3:artaJxd.1J17i[l tllf3iV767¢i'J Lt® FICL YC]iE ey nE "'U']rrto.u..'Js]Q]FyAm T7[it`r no Je'4lSJ(itL7Qii1lTACFEiR17iwrrmrFl1! 33s$rvf7Asl7EasS6ra cvsvA rOQH QC E37 f2[ r.1.emQri[2Z1®r9 0 TH TINS PAOPRLLlART IXf0AlU1/IM IS PROYIDEO "' PE""U :APPROVAL R IS MEECfKEE AT CDPTRMM LAWS AND CANNOT eE REPRODUCED ON 01STREWMED AT1110Vf E PRWA MA111EN CONSENT CAST-CRL7E USA. MC. 1. R[WTDRCHID, ST[[4. T/33 W ASIL AS 0 SS. If. AMD SS R[PAA a .Twmxp R7RIXOTN: 1 .0 12 1— UNIC15 . 3000 PSI OWC AO VN AAIa S..MOTG TIC 7DIAL NDYPCR co,3TnA AC.=. AR[ CC4R41[D SMAnNO R. fONCAEi[ siRIXODH: YO ADJO Pil f0A ALL f INCN.AAT.12 SiCN TROY [RCN -FND OI T1[ AOIROACINO,CAC[t roR ELAY)1J: - N0: of PR[ C ST m1m V. ]000 PN POR l BEN tlNl[LS YnRRYK," , IIICN 1N[ RUxf02DIND "EB: —KAnN MOOR SHOVa S. SGITON MEL.SEtaL BE CUT A= ONE INCH TO AE PLVSH'TDnI [NO 2 STRRUPS rm [AON CND: tiA S AN0"1R " UNIEU'20 R1iUPPINO rRDN fORN.- 0. 4 CRAIG PARRINO 6324 CR 579 EFFNER. FL 33584 puEanuc r I<E vl5t.n etCcmP1Y b. ilY h.-CtuiSa 8w 1 n3 L 1 I 01A u b3 AcaPf• 1 no _,- tniunU•w g..l 'Z"o 7:u TiTiiar Cpi ''•"" MEMSER or I PRECAST AND PRESTRESSED LINTEL DETAILS EAE INNR DYSUr4-14 I WWK AY: JDHAli AMUE SCAIF: AS SHO'AN O Q PI'.•du'Oli` DA1L• 3/24/DS I CHECKED rr: CRNC palixal P.E. D.RANWCF04612 SHEET: I OF i GENERAL NOTES 1) Noledde: i c 4' pnecect firt.1 300D psi fc 6'B 12 pprr 1 Intel - 6000 ps} fc grout 3000 psi r+dh max mum. 3/8 inM aggregala concrete. onry un1U SCMU) par S1Ai C90 ilh mnimum netarmco-npressrce s'a , I W Psi rebar per AMU A615 Grade 60 martu per ASTM 1211 typo M W 5 2) All safe load !abler hosed on mh nMn— 4 inch nominal. beorl". rasdL5- Safe loads for lintel 2 SUB, 12U8 and 16- It be, reduced by 8Jd 7RU if Dearing length Id 1.. Von 6 1/2 inches. 3) N.Q. fall modor bed and head iointe. 4)'The number: in parenthesis-imicdtes the percent reduction for grade 40field added rater. ' Evomole. / rtlRUnLel 12F24-28 t:mn -0 1428 f.C.rely2281428(i4 fedu5) Alladetameetorexc4edV360de8ttrion.. F—ti. tjcw typal: 8 6 im 17'-4' & longer at, or aaed L/160 ddltsiim. Use It- linrited to mndiliom meal;nthe Florida 861ding We Section 16042. 1 ae applica8k. . 6) Shw filled li.W, a regu'aed. 7) C solid ficive fo be insta0en •/ 4' dmeruien horfeonlal and 6' dimension verfkal. 8) ImtapaUm/alWchmeht oflintel moat campy: Qh the achitecWrol and/ar. stmktaml d«um nbd 9) Th. designer may evaluate ancerlmted Nods I— Ute sole load lohtes by coWl.ting the me*.. resisting moment and. shwa, of d-aAay from the face of s. Wrl. 10) N.R. - Not, Rated II) Bottom field added sb., to ba located at Its bottom of the linW c.Ay. TYPE DESIGNATION r r - rssra wm amw / u - uasua rr1a i a xliwn 121"1.6- 2B/2T xarsu slalt,-I J Low„ as is Ba ,wail P13),. 1 Ai mr q W)1. vx (1) mraftu' asrao rostn1Bs I) Ras onusI-,R• anA T e . o i.• an Q 4PE01 > m foe ,f Is,TI a I) -- -a- LLYlgs moor a¢saaee nmsi 115 'ACTUAL 12' NOMINALMOTH12) 6' h 12' Unleb are monufadured rilh 5-1/2• 1.9 nalcbee a1 the ends to occomodate vertical cab reinfa, cmg and grouting. 13) The exterior surface of lintels installed in exterior corrcrele mosonry a Its shall have a coop 9 01 stucco oppf,d in accordance •Yh ASTIA C-926'm oAe, apprmed cooling 14) Unlela loosed xim""" u" with --col ((gnrvl r upplllt) and hodic I 1 (kteral) W. should be chockedforthecarimtoot'9 w lh the fagvednq cqu.tan: Applied vertical load Applied koritontd to Saf•v.dkal load + We hadmntal Iced S 1.0 15) For ampcsite lintel h.hls ad shown, ase sate: lood;from next laear height sh.r 16) For lintel kn9ft not shoeon, 'use safe load from next-lengad length shown 17) Sole loads aro aapettonposad, allowable loads. 18) Sofa Inds based an rational design ancyois par AZ tN and Aa 318. 12) Additiawi I*ral lord ap.ci y con be obtained 6yy the 4,sz'gher Eypro,;.dn o,61...I rdnlorcod concrete masmry unh (RCMU) abora the Gnlet .See skelcli tiloe: F'm=I500psi SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL REINFORCED-CMU ( RCMU) FULL COURSE SAFE LOADS FOR 4" SOLID LINTELS CAtFCRfN GRAVITY TYPE LENGTH 4S8 . 3'-6• ( 42' PRECAST 1180 4''-0" (46') PRECAST 959 4'-6- (54•) PRECAST 789 5-10"(*) PRECAST 450 V- 6• (78a) PRECAST 360 T-6- (90") PRECAST 260 9'-4' (112' PRECAST 156 10'-61(126' PRECAST 116 cwsT-am UPLIFT LATERAL TYPE LENGTH 4S8 458 S- 6' ( 42•) PRECAST 687 371 4'-0' (48•) PRECAST 597 320 4'-6• (54' PRECAST 529 258 5'-10" (70-) PRECAST 407 148 6'-6• (78•) PRECAST 366 118 7'-6e (90') PRECAST 280 87 9'-4• (112') PRECAST 187 55 10'-6" (126') PRECAST 152 43 1/V CLR TYP ':n ( 1),15 REBAR FOR 6• LINTELS 4 (2) 15 REBAR. FOR 12' LINTELS 12UB 12F8 12F42 12F16 GR40 or GR60 _ O O Oa O J' 6U8 6F8 6F12 6F16 N r A t L t'L e 4S8 3 121`28121` 24 12F20 a'... a .• as O Z T UWri nys, ith rt. Ft 1;a ST F p+ RAIGPARRINO G3•3 Aza l. cap anc Nisf4 cQ , c N C J IJFlrolvnLTO` • ` O R10 {e// 6324 CA 579 ----Yllll----- 6F32 6F28 6F24 6F20G'SEFFNEFLt133gga f s Ies"JAL. FLP.E LIC:N0. 44) 56 MldA 4daT act Co 1'.:,' MEMBER OF ..CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAO TABLES CJ. m ' fltE ILWE: DBSUB5-14. VAANR B: JOHAN ARHWD I SCALE N.I.S. DATE: 3/24/03 CHECKED 9T: CRAIC PARRIHO, P.C. - REG.RO. 447561 ORANBIG: HO. Li4612 SHEEI 1 OF 3 SAE LATE SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS FOR RF PRECASTI1.1 NDTPI S SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 4-wr-44mm SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-18 6F12-ID 06-16 6F20-18 6F24-1B 6F28-18 6F32-1B S-6" (421 PRECAST 2332 2676 3892 5050 6148 1 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'-6" (90-) PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4" (112') PRECAST 5B4 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 2808 160-) PRECAST 373 417 646 895 1170 L22381852 228514'-0-(168-) PRECAST 351 392 605 835 1087 1703 2087 17'-4'(208") PRECAST N.R. 299 455 620 794 1198 1437 j) 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 M M8ER Of c,4 r 1 SAFE LOAD PLF LENGTH TYPE 6UB 6F8 RCMU 3'-6' (421 PRECAST 587 1055 596 4'-0' (46") PRECAST 487 787 445 4'-6" (54") PRECAST 416 609 344 5'-10" (70-) PRECAST 300 350 198 6'-6- (78") PRECAST 263 496 157 7'-6' (90") PRECAST 222 367 116 9'-4" (112' PRECAST 173 352 74 10'-6' (126") PRECAST 151 276 58 11'-4'(136") PRECAST 139 311 49 12'-0-(144') PRECAST 131 277 44 IS-4-(160") PRECAST 117 223 35 14'-O-(168')PRECAST 111 202 32 17'-4-(208") PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-11 6F12-17 6F16.1T 6F20-1T 6F24-1T 6nB-iT 6F32-IT S-5- (42") PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48') PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6" (54") PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(70') PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6- (781 PRECAST 723 1097 1437i4 1777 2117 2457 2797 7'-6" (90') PRECAST 648 136301 1249L4 154411 184014 213514 2431 9'-4' (112 PRECAST 575 57114 980 or 1252 1492 01, 1732 1972 10'-6' (126") PRECAST 514 462W 787 1121 iA 1336 1551 1766 11'-4"(136 PRECAST 474 404011 685 M, 985 1213t 1442 1645 12'-0'(144')'PRECAST 454 367(11 619 888 1093 y 1299 1506 IY-4-(160 PRECAST 402 308 516 735 906 n 1076 1247 14'-0"(16,,87) PRECAST 358 285 IW 475 p 677 1i 832 n 989 1145 n 17'-4"(208') PRECAST 253 208 338 j 476 W 5B5 693 803 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 nuur4PA G\ 'ENS O'. 44 7Q' T QFl I'cY: c • O( R gip? //• aCRAiGPARRINO S •••• 6324CR579 ONALIE4SWNER. FL fi/4 111m,11NN41* 0 FL.P.E.UGN0.4475 PRODUcrrU: vas p 8taid' in„ny "'i h rl,i luridu igU.J. Rvi 10 U".' c3.07 z . is NFiun1, , di erc u„ jlr`_. CAST— CRETE 4",67' & 12" LINTEL SAFE LOAD TABLES FILE NAVE: DBSURS-14 1 DRAWN RI': 10NAN ARNAUO SCALE: N.75. DATE: 3/24103 CHECKED BYi C410 PAJURD, P.C. - RED, NO. 44751. DRAWIXC:NO. L74612 SHEET 2 OF 3 SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS FnRA19 PRFrAST 11..11 uTFI c SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS 4c—r4—" SAFE LOAD - POUNDS PER -LINEAR FOOT TYPE LENGTH 12UB 12FB-2B 12F12-28 12F16-28 12F20-28 12F24-28 12F28-28 12F32 28 V-6" (42-) PRECAST 3428 5000 5836 7619 9352 11060 T2755 14438 4'-0" (48") PRECAST 2923 4232 5836 7619 9352 11060 12755 14438, V-6" (54-) PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10"(701 PRECAST 1612 2320 3218 5234 8487 1.1060 12755 1441§,, 6'-6" (78") PRECAST 1383 1986 2679 4196 6421 10032 12755 1443!( 7'-6- (90") PRECAST 1138 1628 2131 3218 4676 6756 9763 1352q 9'-4" (112' PRECAST 795 1216 1535 2230 3083 4167 5593 7552E 10'-6"(126") PRECAST 614 1043 1295 1853 2515 3323 4334 5632t 11'-4'(136') PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0'(144') PRECAST 456 878 1073 1513 2020 2617 1 3333 42061, IN-4"(160") PRECAST 359 767 926 1294 1709 2188 2743 3409E 14'-0'(168-) PRECAST 321 720E 865 1204 1584 2017 2451 3106E 17'-4' (208") PRECAST N.R: 451E 631 ( 881, 1141I, 1428E 1750E„ 21021 19'-4" (232") PRECAST N,R 343 (, 477 p 7001„ 925 F, 1152 1380 1609a T) THE NUMBERS W PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REIRAR. SEE GERERAL NOTE NO. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS 14-4— SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE' 12RW 12RF6-2812RFID- 1 12FS14- E 12RT18- 121622- 12RF26- 12Rt3D- E 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:-V (68") PRECAST 1317 1841 3555 6395 9640 11669 13679 156794 5'-10-(70') PRECAST 1259 1758 3361 5954 9358 11669 13679 1567 6'-8" (50") PRECAST 924 1430 2633 4415 6884 10351„ 1257A; 1480q 7'-6" (90') PRECAST 703 1203 2157 3494 5259 7922E 9623E 11321 9'=8- (116-) PRECAST 389 843 1 1451E 2157 32030 44271 3417E 63801" SAFE LOAD PLF LENGTHH—__TYPE 12U8 12F8 RCMU S- 6- (421 -PRECAST 1295 484.1 3934 4'- 0- (48') PRECAST 1295 4841 29948 54') PRECAST 1049 3922 241 (Ll 5'- 10'(70 PRECAST 681 2547 1552t 6'- 6" (78') PRECAST 579 2167 123g, 7'- 6" (901 PRECAST 474 1771 914Ern 9'- 4" (112") PRECAST 355 1326 5801,r1 10'- B"(126") PRECAST 306 1143 454M 11'- 4-(136) PRECAST 278 1041 388E 12'- 0-(144") PRECAST 260 971 345, IS- 4"(160') PRECAST 229 857 278 14'- 0"(1.68") PRECAST 216 809 251 17'- 4"(208") PRESTRESSED N.R. 633j1 162a4 19'- 4-(232") PRESTRESSED N.R. 534 130E ACC laC1YLI Nult IO SAFE LATERAL LOADS FOR 49" FRF(:ART-19" RFrFRR (1(1R1R-11.1 INITFI R c SAFE LOAD PLF LENGTH TMPE 12RU 12RF6 RCMU 4'-4" ( 52") PRECAST 1295 3692 258 4'-6", ( 54-) PRECAST 1213 3458 2417,, 5'-8" ( 68') PRECAST 784 22136 1650O,1 5'-10"( 70") PRECAST 747 2129 15521, 6'-8" ( 80') PRECAST 602 1716 1170 7'-6" ( 9D") PRECAST 504 1438 914M 9'-8- ( 1167) PRECAST 355 1011- 5 9AI MM SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TMPE 12FB-21 12FI2-2T 12F16-21 IZF20-2T 12F24-lT 12F28-2T 12F32-2T 3'-C ( 42') PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-07 ( 48-), PRECAST 2389 3721 4872 6023 7174 8325 9477 4'-6" ( 54") PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10-( 70') PRECAST 1623 25271,1 3310 4092 4875 5658 6441 6'-6' ( 78") PRECAST 1444 1 2269 2972011 3675 1 4378 5081 5784 7'-6- ( 90-) PRECAST 1267E 1767 , 2583 , 4417 n 5028 9'-4- ( 112')PRECAST 1028 1171R 2006E35834079 10'4"( 126' PRECAST 920E 947 123209E F 3653E„6 11'-4"( 1361 PRECAST 85BE, 829 1404E1982, 2902E 364E 2'-0-( 144')PRECAST 814 753n 1289E1788, 2201, 261E 30320, 13'-4-( 160')PRECAST 678 633011 1057 14851 1828E 2169 2513E 14'-0-( 168') PRECAST 622 586E,U 974 136501 1679 1993P 2309 17'-4"( 208") PRECAST 434, 427 ,,, 695E 964ER 1182E 1402E 1623 19'-4"( 232•) PRECAST 366 370RR 523 817 "A 1002E 1187E1 1372E 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESAR SEE GENERAL NOTE HO. 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl 2" RECESS DOOR U•LINTELS 4—4— SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 128F6-2T 12RFIO-2112IT14-2I12RF18-2 12RF22-2 12RF26-2112AF30-2 4'-4- ( 527 PRECAST 1626 2685 3746 4806 5867 6928 7989 4'-6- ( 541 PRECAST 1558 2582 3602 4623 5643 6664 7684 5'-8" ( 68' PRECAST 1210 2042 2850 3658 4466 5273 6031 5-10".( 70-) PRECAST 1173 1984 2769 3553 4338 5123 5908 6'-8- ( 80-) PRECAST 1020E 1538 ' 2426 , 3114 3802 4489 5177 V-6" ( 90) PRECAST 904 1226EI 2163 2776I,l 3390 4003 4617E 49;8' ( 116')PRECAST 703E„ 7711y 1472E4 21814 2663E 3145 3628 h THE NUMBERS W PAREHIHm ARE PERCENT REDUCPDNS,.FOR • 5LL .GENERAL- NUTE '16 ,, NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRACE 40 FELD ADDED RESAR. SEE GENERAL NOTE HD. 4 G:. E N S+1 •. 40 FIELD ADDED REBAR SEE CENERAL NOTE NO. 4 44 7 Kom(.T ltFY 1SEm F D CRAIG PARRINO AscWt No < cOz o 4 6324CR579 p tr —, , fJ/ WFNEM - FL 33584 t+ om" Ilnnc ¢era It SEE GENERAL NOTES - SHEET 1 OF 3 'pit"# „A4.4` FL. REIUTCA10.44756 Hal Ryl REVISION VSD 4 MEMBER of , T1TIE:CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES HALE CHANGE 1t OBArt" ZKICPIGENERAI tSION 12 14 it ° FlLE HALE: Onull-14 OWN BY. JOW AARAUD 5[Af.E: His. ^, 1 _w' DATE: 3/ 24/03 CHECKER IT.. CRAIG PARAINO, P.E. - RED. H0. 44756 DRlX7fIGa H0. U4612 SHEET 3 OP 5 MIAM I•DADE MIAMI-DADE COUNTY e PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Streer, Room 209 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida.33i75-2474 T (786) 3`15-2590 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 alter the expiration date stated below. The Miami -Dade County Product Control Section (In MiamiDade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for 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. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the. applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION; " Cast -Crete" 8 inch Higti< 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 theexpirationdate 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 ' stt its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, EA, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H lmy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMI :UNTY' 4116/ w Expiration Date: 0512.1/2017 0417 Approval Date: 04128/ 2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast. -Crete 8" Lintel Fabrication Details", prepared. by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", prepared by Craig Parrino, P,E, dated 06107197, revision 94 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concretelintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, P. E. C. • CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, AE., 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 06/20195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-678240 dated 04/25/96 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report #84-M19614 dated 02129/96 for45 rebar by Birmingham. Steel Corp. 6. Mill Certified Inspection Report #58-A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report 484-M20749 dated 04/05/96 for 45 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-.M19805 dated 03/06/96 for 94 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for 94 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M2002 dated 04/03/96 for 45 rebar by Birmingham Steel Corp. X & dnm ny A. Mahar, E.E., M.S. Produc ontrol S,ection.Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E - I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report M-M20749 dated 04I05196 for 95 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2., EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 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. Drawing No..FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of], prepared by Craig Parrino, P.E, dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 of 2, prepared by Craig Parrino, P. E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed`by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTME-S29-94, 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. IGMki A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/2.1/2017 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 1. None. B. TESTS 1. None. C. CALCULATIONS 1. .None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete. Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance vvith the Florida Building Code, 2007 Edition. HLlWy 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, PE., 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 021031M2, 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 I. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, datedAugust 19, 2014, sheets .14.101 through 14,124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter ftorn Cast -Crete USA, Inc., dated August 19, 2014,.signed and sealed by Craig Parrino, P.E, certifying compliance with the Florida Building Code, 2014 Edition. Ile- j Fie A. Makar, P.E., M.S. Product conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/2E/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 Nliami-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 Cram. Parrino, P.E,, certifying compliance with the Florida Building Code, 2014 Edition. a' 1-16if 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 eTe HIGH STRENGTH PRECAST AND ST= PRESTRESSED 'CONCRETE LINTELS' S:?i a Y TYPE "A" STIRRUPS 7/32"0 BAR M STIRRUPS 6 1 .4 B LINTELS STIRRUP DETAILS SCAL£. N.T.Y. PRESTRESSED 7/32`0 BAR STIRRUPS TYPE "B" STIRRUPS -v M 8" STIRRUP- DETAILS SCAL41 N.iS DATA< LINTEL VO WFLIg6 RuP451ZEVYELtTENGTHEE. G' SPACING 14.-8 0,134 b42 BA 5-3 3Z OAR 15-4' O:N40 587 32 BAR I-3 2IiAR 0.158. 39. 7 32 BAR 1 i-3 7 32 BAR I 17-2. 4 0 3'-S" B. 19.-4 0.176 713 32 OAR 1 -3"' 4' O.184 787 7 31 BAR. 1 7/32 BAR. 21'-2" 5 O 3'-B'3/4" 10 Ib -0 0.20D DI4 7 32 BAR. 1 -3'. 7/32 BAR 21'-10" 6 0 3'710 .3/8' 1022'-0. i 6'-0' 24' "''6.210 Ism 32 .BAR 1 -3 7/3i BAR 23-10" 6 O 4'-3 1/S". 10- 18-0- no-A- TAR/ nP orrrcc nnnD II_I IRITCI 1\ATA TAPIS 41NTELIZE - OVERALLLENQT gICESSENO YO lZL1E V+.E1011I v• E MIN s RVrs1NGTH 3'-0" 0:056 146' 3 REBAR 07 32 BAR S' 310,037 150 3 REBAR Tl au 7 32 BAR 3'-10 N A 4 7 32 B R 0 H4.-4 0.047 B 2N Ap7'.3 0 4-6 0.047 5-4 0 0 4_ 6-0 N A 6 C-4' a.oio 2 3 d RED R.. 3 REg 6-10^ M A` 0.07D 4 RERAR 22 3' NEBAR 9'-0" 2-0 D MEMBER OF w "E4_ O3_ R% lIfE44 UIDLL4 PRECAST 1NT RFINFOHG7HG CAGE FA9RIGAl10N MOD(, "hR.RN[ss ViDcls ttf 'A'. aPM"Pa ITIS'B^.sn N! nTtif AT tRRf lie r 1 [` 8" :PRECAST U- LSIZEL-VOEYNIE YI. IGST TF T G SrARaefR 2 3'-8" 0.032 l26 OS'RCOAR S'-3" 7'32 4:-0" 0.037. 144 3 RA 11 7 .32. BAR b'-6". 0.041 162 3.AEBA 4'-u 7 52 DAR b ^4' 0.Od9 B2 REBAR b.10 3 RE W-6'" 0 06A 234 4 REBAR 8 -5 7 T-6" 0,069. 370 I AEBAR l7'-5 - 7 31 BAR Z'-2" N A: 6 9'-4' 0:08b. 336 4 REBAR 6" 0.096 378 4 REBAR 11:'-4" O.SO4 408- 5 REBAR 1T'-3" 93 312-0" 0:110 4 REBAR 11 -N: REBAR I1 -D 3.-0 8 3'-4" 0.122 160 5 REBAR f3'-3` 3 REBAR 13' 11<.- ' R 504 S REQAR 33 -11. 11 3 flEBAR'I3'-8" THIS PROPRIETARY INFORMATION IS PROVIDED FOR 'PRODUCT APPROVAL. 11 I3_ PROTECTED BY COPYRIGHT LAWS AND CANNOT BE REPROOOCEO OR =TRIWFED. WITHOUT THE PRIOR VIFRITEN CONSENT OF CAST-CRETE USA, INC. _ _ 1::'. REIN FOACBIG 'STEEL, 7/32 ANN ASIA A5101 (3, 14. 5. NOTEt ,TNE TOTAL NUMBER OF STIRRUP&. AND IS REDAR OWE SO ASTM ASIS; 7/IS :INCH REWIRED IS COUNIEO SfARIINO FROM. EACH DIAMETER 27OKS1 LOYZ-X"AXATIOH PRESTRESSIRO FN0 Of'THE REINFORCING CAGE: FOR EXAMPLE SRTARO ASTM A41D.. NO. OF 571RRUPS = 4. THEN THE 2; COACpETE SSRENDRIS•'i'e =DODO PSI FOR'B' REINFORCRIO CACE MODEL SNOWS: I.914RAUPS PRESTRESSED LINIELS; 1'4= 4000 PSI. foR: ALL FROM EACH -END.. PRECAST D 1NCH UNTCL4. 6. 2.5 POUNDS OF POLTPROPTLEHE RlIERS PER S.. INITIAL PRESIR[55 FORCE m: 0.70 % tAV. C,LYD. OF CORCRE76 MAY BE USED IN UCU OF PRESTRESSED LINTEL REINFORCING CAGE 4:.STRIPPING yfI4FH61N1 Y0.ESIRESSEO TO RESIST UFTINO A" HAN04WO FORCES.. o, GIN-;,.....,• y D hS o: >tF: CRAtGPARRINO Otg1 l(: 6324 CFt 579 PROM=urvlsJill 4U,0 py"a vith lhDFluddo fRWIJiDg co' Af cr'pl.n<cN 1¢ 0 03.02n(llb.,u4ajJrJy°tG 13y1PtandUa3 duct YmvolE t J F t SEFFNER. FL 33564 r+,s 0 7A(tiGv ` FL. P.E. LIC. N0.44756 CAST-CRETE 8" LINTEL FABRICATION DETAILS xlml-i1I DRAw9 W, CRAM PURIKO. P.E. - AEC. NO. 44756 1 SCALE, NOT TO SCALE RTC. No. SAFE GRAVITY LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS SAFE LATERALS DADS8"PRECAST 8 PRESTRESSED FOR U•LINTELS SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS easr-i=sra' SAFE LOAD'- POUNDS PER LINEAR FOOT IC-4-a" SAFPEILIF AD 4". - AR_1V SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8F8-08 BF12-DB BFIO-08 8F20-00. BF24-06 '6F26-0B SF32-08 TYPE LENGTH 8U8 F8 RCMU TYPE LENGTH 6F8-11 8F$-21 d BF12-IT 8FQ2 V 8F16-1T 8FI6-2T BF20-IT 8P20-2T. aF24-IT BF24-2T 6F28-11 8F28-21 BF32-_IT 8F32.-2TBU8. gF8-1B al'12-19 aF16-1B SF20-10 BF24-IB '8F28-16 aF32--111 3'-6" (42") PRECAST 3062 3719, 5163' 601 U54 9502 - 10951 3`-6" (42'}' :PRECAST 1025 1024 1596'. 3'-6° (42"j. PRECAST 1559 2855 524 4394 6263-. 6132 7001 2231 306E 4605 6113 7547 8974. 10394. Ii904 1559 2655 3524' 4394 5263. 6132 1001 4'-0' (48') PRECAST 2561 2751 3820 4890- 5961- 7034 8107' 4 0" (48") PRECAST 765 763 1309 4'-0" (48 PRECAST 1363 2305' 3080 3815 4570. 5325 6079 1966 2s93 46p5 61i3 7547 8974 1o394 n909 4365 230A 3060 3815 4570 5325 6079 4'-6" 54 'PRECAST 1969 2110 2931 9753 4575 5400 6224 4'-6'` ,(54") PRECAST 592 591 1073 4`-6" (64") PRECAST 1207 2040 2707 3375 4043 4711 ' 5379 1599' 2189 4375: 8113 7547 8672 10294. 11609. 1207 2040 2107 3375. 4043 4711 5319 5'-4" (64"): PRECAST 1349 143E 1999 2560 3123 3636 4249 5'-4" (64') PRECAST 411 411 745 5'-4" (64'') PRECAST 1016 171 a 2276 2B3N 3399 3961 4522 1217 1653 3090 sass 75a7 7342n a73 n i91 r, tote 7I5 2z76 2838 3399 396t 4522 5 -10" (70") PRECAST 1062 IUs 1173 183.1 2090 2549 306E 3470' 5-10"{70'J PRECAST 34D 339. 16 5'-10" (70") PRECAST 1567i 2 , 2593 3)07 3620 1 4133 + 1451 2622 4360 7168(, 603E n 718I i 832E 1567 _ 208D 2593 3107 3620 4133 6'-6" (78') PRECAST 908 1738 2177, - 3480 3031- 3707 43a3 - 5061 V-6" (78 PRECAST 507 721 490 6'-6" (78 PRECAST 1407n 186 2329 i 2790e 3251 n 371201 1238 2177 3480 5351 8360 103ft 86250, 1407 186E 2329 2790 3251 3712 90') PRECAST 743 1011 1729 2632 2205 2&98 3191. 3685 T-5'(90") PRECAST 424 534 36.3 7'-6" (901 PRECAST P727 1065 1624 , 2025 2426 2827 n 322ET-6" D11 472E 2661 7E96, 5se1 94s1 w72 224 t624 2025 2g2a zs27 322E 9'-4' (112`) PRECAST 554 99 1160 1625 2564 34a6' 281E 3302. 9'-4" (112")PRECAST 326 512 230 9'-4" (112") PRECAST 708a 1136u 1474 1815 2157- 25DO 424-1843. 2564 3486 4705 6390;i 862 131E 1643 196E 1 2294 261E Ip'-6"(126") PRECAST 475 535 890' 1247 2093 2777 2163 2536 10'.-6"(126) PRF.CA+T 284 401 t80 10'-6"(126") PRECAST 530 575- 9161, 1.186-u 1461 1736 2011 643 1052 1533 2093 2781 3643 g754. ' S30 695 1180 N72:, 1753. 2055 2346. 11'-4"(136-)PRECAST 362 582 945 1366 1846 2123, 312T 4006 1V-4"(136") PRECAST 260 452 154 11'-4"(136') PRECAST 47q 50410 6DD 1037E 1274 1513 1753.0 S82 915 1356 1816 2423'. 3t27 406E 494 607 10421rot 1372 G1 1643 G 1915 Pt 2187 , 12'-0"(144 PRECAST 337 540 873 1254 1584. 2193 2805 3552 12'-0" (144") PRECAST 244 402 137 12'-0"(1447 PRECAST 470 458 n 724 n 9331. 1453 u 1369[ - 15a5. , 54P 873 1254 1684 2193' 2805 3552 470 550 94D : 1302 y Is6oh jai nl 2075' 13'-4"(160") PRECAST 296 471 755 1075 1420 183B 2315 203 13'-4'(150 PRECAST 217 324 1110 13'-4"(160") PRECAST 418--u 366.v 607 . 7850, 964 v+ 11430,1 1323 , 421 755 1075 1428 1a3B- 231E 2883 126 460 780 ) 1159' i 1416 16 , 1887 i 14'-0"(T6d')PRECAST 279 424 706 1002 132E ID97 2127 263D t4'-0"(168") PRECAST 205 293 100- 14'-D''(168") PRECAST 384 , 3684. 560 724 flag » 1054 n 1220'IN 442 705 1002 1326 1697 2127 2630 410 425 717 1063 13587 1582n ta07 14' 8" (176") PRESTRESSED N.R. MR MR MR NR. MR MR NR 176') PRESTRESSED N.R. 284 91 14'-8" (176") PRESTRESSED 239 3M 0, 520 512 525 978 + 1131, 456 781 1370 1902 2245 a11 2112 246 395 853 980 1w 1303 n 1518 1734 , 15'-4"(184" PRESTRESSEDj N.R. MR MR MR NR NR MR NR 15'-4"(184") PRESTRESSED N.R. 259 83 15'-4"(184") PRESTRESSED 224 313 48686 627 769 917 9054 412 710 125o 17.33 205E 2320 2513: Sae 90e 240 u6D 166e " 17'-4"'(20d') PRESTRESSED N.R. MR MR RR NR MR MR MR 17'-4'(208")PRESTRESSED N.R, 194 64 17'-4"(208) PRESTRESSED 187 263 n 405 521 63E a 756 , 673' , 300 548 SW 1326 160E 1B49 2047 192 1 305 1 506 0 740 1005: 1271i,o 1473 . 19'-4" 2V PRESTRESSED N'R MR MR MR flit MR MR MR 19'-4" (232i PRESTRESSED N.R. 148 52 19'-4" (232"} PRESTRESSED 162 229' a 348 6 447 547 n 647 74'1 n 235 " 420 750 10n 1292 15i5 17ts 166 253 1 429 1, 623 1,0 541 ml I 059m 1227 ck 21'-4"255^ PRESTRESSED1 N:R. MR NR MR, MR MR MR RR 21-4"(256j. PRESTRESSED N•R, 125 42 21'-4"(256 J PRESTRESSED 142 0( 2u 307 303 t 480 ,i 589 a 655,u 180 340 598 845 1114 1359 1468 142: 232 373- 537 1,, 721 1a 905 1046 22 •-0" (264) PRESTRESSED N:R, MR MR MR MR MR MR MR 22-0" (264 PRESTRESSED N.R 116' 40 22'-O" (264D PRESTRESSED 137. 197 0 295 379-. 462 q, 546 , 30 lb5 315 550 784 1047 1285 139E i37 223 3Ba 513. , 6Be o a6s 999 24'-0' (288") PRESTRESSED N.R.24'-0' MR MR Nfl NR NR MR Nit 288") PRESTRESSED N.R. 91 33 24°-D'(2d8) PRESTRESSED 124 110 267 - 342 + 416 (a 492 a 587tm 129 250: 450 B54 884 1092 122E 124 202 319< 455 606 757- 876 in J) THE NUMBERS IN PARENTHESIS ARE PERCENT RCOUCTIONS FOR GRACE 40 • SEE GENERAL -NOTE N0. 18 ON SHEET 3 OF 3.. U) THr,M hl S N? RENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 nFELDADDEDREBAR. SEE GENERAL NOTE N0. 4.ON SHEET 3'OF 3. E GENERAL NOTE NO, 4 ON SHEET 3 OF 3. rxt3oucrR tJR1vn , EN u'jrnDlyin& wilq 10 Flu,id* r C P240DW]'-RFLVISBDAuirtlwecad. / Aca7,ty,r N,o Z G ¢ <^mplying wi01Nw.IRGNdoOW7diF+ .iron Uatc OZ •3 - a. • O 31T '/C Atteprm e Nof 0:2 xTEIQF/NY CRAIGPAHRINO Qq'mNonOafa O° Zil SEE GENERAL NOTES -. SHEET OF 3: Miemf;D oaucicm4- •O'. OR/1rr e:lG\` 4`, SEFFNER, 24 FL7335B4 "'8°^cV4llfitt'uyl`' No By RMSID Ar FI P.E.LTC.N0,4A756 MEMBER OF s', : /3 - rugnr. y^" r{, • w Lp m ," t l/ - I• • "••- lePTilTTit4' fmE: - CAST-'CRETE 8" LINTEL FA-BRICATION DETAILS CIPI CIE_ TEE HARE, OBTU64-li mwx BY: cuc PARBIXD P.E. ATC. AO 417% 6CALE ROT TO SCALE DAti:. 06(07/96 CHECKED Iff. CNN PAMR0, P.E, -.REC. RR 44156 094N6N M. fDe WIT 2 IT 1 SAFE GRAVITYLOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO, 4 GENERAL NOTES 12 Rnl 4 are m ul I rad . DI 5 1 2 f) N tarot ) / Iasgrobhed of lda: ands le amnodok t' 8' pr t Intel = 4000 p I r d1u1 ceA dnfapng aM q b g re prmtre ed W 1 6000 pal 13) the letia surfsurfaeo ofWell inslokd in MICAN eon-ta mos olls shell have I g oul J000moamu 3/8 toed aggrsyoln. a cooGrg of tmeo appOee m ax derce Ah ASIM C-9.26 or opprorcd cooGiy. le Dory uisICIAIQparrAS1yC90MlhmudnwmnclI'd c er A.51ae 15 Great 19W wt ' 14) Unbls loaded s rm4to eouely MU verltcal (gmn''11yy a- upp6f0 and ha4ualol ((IoteM) rebar per ASlM A6IS. r AS 60 buds sh_14 be dwekd (or thembu,eJ:loadng Mth the lalluin f Praslre go slrond per ASUd A416 Crode 270 lo, re6zal'wn g equal arc morldr, Pu ASTSI C270 Type M or S Appladwkel load Applied haneoatat lead 2) NI sate bad tolled baled an maamun 4 aKh namind b eeinq. W v heal bad We Safe twnean9d bed :S1.0 feeeDli A Safe bads fa field type BUB,ond BRU6 TV be Is) For composite GMel htWo not tiosm,.use safe bad tram next Tour heI9N Verso, rsdueed hgg 20% IIbeen, lerglh 6 tali 11- 6 l/2'n' l r. 16);For Intel Ienglbs Vol th—, use sofa lead ham nut longest U.0h shoal 3) Mida.lull water bed-4 Ned )dnv. 17) S•la bade:an supedmpased all—bl• Imm 4) The aumbe* in poreM,.;, WI.Lu the portent redseltan-:for 18 Sala bads. hosed an rational dos ro s er AfJ 530 and ACI'3l6 grade 40 .find addedrabor. ) _ N ° y ,P I'MAI, 7 6 Unid BF32-10 safe ggionty lead - 6472'0>) 19) Addll"anol lateral load copoctly an b bW.d 1 Use 4esignerby piovid;ng..oJeSenal 15% ud,cIiw 46472 {$6) - 5501 pll isief- d conerete en eamy eale (RClgu): mare ne Gold:: See 6WIM befmv: 5) AO lintels meet ar eased I,(36D tlNkcUWl, •. Freeelf4p; Pseslreaa Frl (type OF8 17 -4 and Mriger ...Is or ae-4, V180 ddkcUan.: Use is 6miled :to rdrert'wasmeeting the Harido %Rd'uq Code Smiwns`1604-.1 asopoicoblo6) Sere tiL4d Ddeld o, required 7) One p rear may be vebstiluled far tso 15 rebore 8) IW Wian/alloehmeN of Fatcl must eampby with Ida orelileceard end a, 04.61uml doccon. I& 9) The dasignar may evaluate w s*A,d lead, fmm W sale load tnWe, by cdlad.hq the maximum. resisting monamt ",edeoi of d--y he. the In's of suppeal. 10) N.R. a NA llotm 11) DoUl Ik4l.addodreds, to be bcdad of the baltem of the Arld amity. 1/2•.CLR-V SEE GENERAL NOTE 18 p a., F'm+1500psi SEE SAFE LATERAL LOAD M-5 FOR LOAD RATING FOR EACH ADOM0101 REINFORCED OMU (RCMU) FULL. COURSE 2) J5. REBAR OR40 of GR60 SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4c-- van SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8RF5-IT 8RF6-2T BRF10- IT 8RF10-2T BRF14-IT BRF14-21 8RFt8-11 BRFIB-21 611V22-11 BRF22-27 8RF26-1T BRF26-27 WJ0-11 8RF30-21 4'-4°. '( 52") PRECAST 1668 2362 3056 3751 4145 5140 905 1668 2362 3056. 3751 4445 5140. 4'-6" (54e) PRECAST 867 1604 2212 2939 3607 4275 4943 867 1604 2272 2939 3807 4275 4943 5'-8" (681.) PRECAST 675 1269, 1797 2326 p 2854 3382 3911 675 1269 1797 2326 2854 3382 3911 V-10" (70") PRECAST 655 12071U 1748U 2259 4 2773 326G l9 2799 i11 655 1233 1746 2259 2773 3286 2799 6`-8" (80,") PRECAST 57D' 929 s 1530 r 1980 2429., 2..879. m 3329 u 576: f080 1530 1480 2429 2879 3329 7'-6" (90") PRECAST 506 742 is 1354 a, 1765 p 2166 n 2567f 2968ps 506 19, 1364 1765 2166 2567 2968 9'-8" (116") PRECAST 345 468 s 884 12220 1559( n 21BD p 395 560 1072 1366 jj4OLsq TO1 2016 2331 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION 8F12 MA f -FLIED r WITH CROUP f U - ERR hFD OF LIMM C' IECT 8F16-1FBOTTOM. B/IfT N0I9RAL mom-1 L oiu9lmr oT Is HCMWAL HEIGHT FEW AT 70P 15. 1RESM At TOP UK (1) REOb aw t:. C. M.V. 1 O110U1 F5 REBAR. AT BOTION e e Of LWIL Ulm s. ) _, RAi 24 1.7-5le ACTUAL I. OM O) 4V UHIEL GN vO.' e. 8' M0IANAL WIDIN 4,e i o.44 PR()AUCTILEiVISl1U m on - Plying sriW the 14arida t T ,. CRAIGPARRINO Q r <[,.` ncaePfaneu W1J_ 4. e lnu( nnuatc,'e,s' _.16 6324 OR 579 s47 '. • r"C?, 1 SEFFNER. FL 33584 n o max cp uAm MBeER aOF r""s ss: rBrr i 1ihf 7 yr u e a i t1W s r r " ssttV. — .•• hL.12z,LIC- nit CAST—CRETE 8" LINTEL FABRICATION DETAILS Es t_to, G FRE NAME OBSU03-14 1 DIM By Cue PARRINO RF - REC. 140, 4056Fell SCAIE: h01 iO SCM{ D41C: 06/O7/9i CHECKED B' 1:. CRUD. PASC.dO; P.E. + REC. -NO. 44759 ORASllHDiI,, f00 SNELT 3 11:3 MIAMI•DADE 0 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADI< WSTRATION DIVISION NOTICE OF ACCEPTANCE Cast -Crete USA, Inc, P.O. Box 24567 Tampa, Flofida 33623' DIIANII-DADS COUNTY PRODUCT CONTROL SECTION 11805 Sw 26 Street, Room 208 Miami, Florida 33175.2474 T (786) 315-2590 F (786) 3 t5-2599 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 whereallowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration elate stated below. The Miami -Dade County Product Control Section ( In'Miami Dade County) and/or the A W (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted, manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida. Building Code. DESCRIPTION: ( Cast -Crete) 4", 6" & 12" High Strength Precast and Prestressed Concrete Lintels. APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino,;P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6 & 12" Lintel Safe Load Tables' sheets 1 through 3 of3, 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 Comity Product Control Revision starrip 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 ofthe Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages E-l. E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by HelmyA. Makar, P.E., M.S. r r NOA No. 14-0903 03 COUNTY MIAMMADECOG { Ei.= i'" Expiration Date: 09/1112018 Approval Date: 10/09/2014 2. c 1:. Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-060.5.04 A. DRAWINGS 1. Drowing rlro._FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parrino, RE., dated filar ch 24,2003 card Drawing Aro. LT4612, titled Cast -Crete 4 ", 6" & 12" Lintel Scrfe Load Tables'; sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated Alarch 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 I ", 6" & 12 " Precast Concrete Lintels Filled and Unfilled rbtadels, total of (13) concrete lintel specimens, perASTiVE-529-94, prepared by AplVied Research Laboratories, Report Mo. 30404A, dated 04110103, signed and sealed by Christopher A. Namon, P. E. C. CALCULATIONS Y. Calculations for Cast-Crete.Lintels, dated 05129103, 207 pages, prepared big Craig Parrino, P.E., signed andsealed by Craig Parrino, P.E. 2, Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P.E., signed and seated by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qual j7vr ysterri Manual for Cast -Crete Alachine rllade Precast Lintels revised on kk(j;1, 2002. 2, Cast -Crete Quaint, System lllanual for Prestressed Products dated 2002. 2, EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Dtmving No. FD1612, titled "Precast and Prestressed Lintel Details", street of 1, prepared by Craig Parrino; P.E., dated 11arch 24, 2003 and Drcnviug Xo. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared bj+ Craig Parrino, P.E., doled rl/arclr 24, 2003, last reuisiort dated rvlarch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D, QUALITY ASSURANCE 1. A); HiEn d-Dade County Building Coale ComiVi€rnce Office. E. MATERIAL CERTII+ICATIONS 1. Alone. H' ..q A. Makar, P.E., M.S. Product Cout o'I Unit 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 No. FD4612, titled "Precast and Presiressed Lintel Details'; sheet 1 of 1, prepared by Craig Parrino, P.E., dated kfarch 24, 2003 and Drawing No. LT1612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Sgfe Load Tables ", sheets l through 3 q0, prepared by Craig Parrino, P.E., dated lblorch 24, 2003 last revision dated rllarch 11, 2008, all signed and sealed by Craig Parr rro, P.E., on Alctrch 22, 2012. B. TESTS 1, None. C. CALCULATIONS 1, None. D. QUALITY ASSURANCE 1. By &flami-Dade Counly Department of Permitting, Drvironment, and Regulcrtory,4ffairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Pcu r irao, RE., ter tiT ping compliance with the Florida Building Code, 2010 Edition. a. EVIDENCE SUB'NIITTED UNDER PREVIOUS APPROVAL # 13-032.1.07 A. DRAWINGS 1 Alone. B. TEST'S 1 None. C. CALCULATIONS 1, drone. D. QUALITY ASSURANCE I, By Alicnni-Dade County) Deperi•1'rrieutofRegul(tto?) crud Ecorroirric Resortrces (RER). E. MATERIAL CERTIFICATIONS 1. None, 1 dy A. Maim, P.E., N1,S. Product Confrol Unit SUle•vi"sor NOA No, 14-0903.03 Expiration Date:, 09111/2018 Approval Date: (0/09/2014 E - 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1.. Drawing Alo. FD4612, titled "Precast crud Prestressed Lintel Detalls", street 1 of 1, prepared by Craig Parrino, P.G., dated Afarch 24 2003 and Draloing Alo. LT,1612, titled "Cast -Crete 4 ", 6" d 12" Lintel Sgfe .Goad Tables'; streets I through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated June 12, 2014, all signed and scaled by Craig Parrirro, P.E., on August 19, 2014. B. TESTS 1. I\rorre, C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, Pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed Lip Craig Parrino, P. E. D. QUALITY ASSURANCE 1. By Align -Dade Count), Department of Regulator rn cl Econontic Resources (RER). E. MATERIAL CERTIFICATIONS 1, 1vone. F. OTHER 1. Letter fr•orrr Cast -Crete US4, Inc., dated August 19, 2014, sighed and sealed Craig Parrino, P.E., certifidlig compliance with the Florida Building Cotle, 2014 Edition. Fie! ' '[attar, 11.1J., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Explra,tioli Date: 09/11/2018 Approval Date: 10/09/2014 E-3 A HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 11- PRECAST U-LINTEL ;E 2' PRECAST w/ a' RFCIS<_ IbOR U-LINTEL S=PurrAIT tl-mrl a_ep [INTEI: S rrvc •A• snxaurs 4 st•A B St1RPUP3 r +E mE -B- snrtRL?s. 7/sx• But tS yn',. Rnurs STIRRUP DRAItc —SR A" SOLID LINTEL DATA TABLE rckr}rr 1a Kim 1}riRT1,7 6" PRECAST U—LINTEL DATA TABLE f3 1`iL1C'iiDFflA.:lEt®Lv d G1®:]r.'3aRmi7i3l`9fi1r$©®® i!"d13137®iIISI{i$6iifTfSl1.LiL`ii>Q90 l''J8[E2fl6/3 iF>S i3S1ZdT r 7® s nrsnr aruare r®' 0BS>i®[irr®+, F 9® r2ii ;7rC13 rF 7m 1..9-" PRFCAST I1-11NTFL DATA TA13.LE ISi7iiIIr• I Ililll'1•SiiL'.[I:L WARP. pHs l alrr srr>clrrvr ma® ilQlli.6II7Q'Fif T i L'lYrrave r1R ri® pro rctmlr usrimKraavt r r" DFiL ifE11 L!® I[ b]IlIIH[Elii i iD F A l r rTm rtsLtr to o lrr nlrf I[I il I.T©emu ar ar am lr a T lt7i rgs[ iasm+clr>so, mom. WAM E TYPE " S" TYPE ' STIRF A" BOTTOM STEEL LENGTH 6" & 1`2 PRECAST LINTEL REINFORCING CAGE FABRICATION MODEL 12"' . PRECAST W/ 2" RECESS DOOR U-LINTEL DATA—TABU- E E C 3'fdi:Hl!3-NiE'T WI usr-strtnnnratfF.T.aRFrw itL7Hi1.[31.1 i/1 LLIDGI r In PlALUJUM ' Jr' rillmdor}.,,a Ri73:7 i/RiH7E7rxalaL'fl34r/a ET> f afkl3:.1J[F SI O Y'' 77ff 1..,MppppEMp{pDER OF J!_. IL_R '- THIS PROPRIETARY INFUI-1I11 IS PROVIDED FOR PRODUCT APFROYAL, n 15 PROTECTEO: BY COPYRIONT LAWS AND CANNOT BE REPRODUCED OR O@TRWUTED W1 a THE PRIDR WRITTEN CONSENT CASFCR[TE Z W0. 1. AUMTORCIMO Slf[U 7/3t RAR AST. ARIB; Rt. /A, ARD./S R— A S1Rvnw 51A.M: B AND It INCH Uwcm —. — - DRAOE RD As. AFt S- b. NOEL• M[ [OSAL HMO a 0 RRUPS RtwRED ARR Ow— STMItNO RXME. m STREHGINSi-1. M FOR Ill B INCH Nm l-Kc" FROM EACH Etn W THE RONTORCIMD —1 FDR. t> ms - NO. Of PRECAST MNl[4S fR a — R FSIF . NA:N IY " SnRR .7—I. 1— REIMFOWNB EASE TARRiCATIC0 M00[L. SN 3. BOTTOM STEEL SHALL BE CY!! OACK ONE INCH TO BE: FLUSH WITH IN" t STROPS FRO. MH IN.. CENo gfillpllL P I t VIS1 4) pgmn91Y1 k 11)i i)\v F4J:{u0 mats u ,03,n3. p* rw MNn, 3 R 1 /PG\ C 6324 CR 579 C) ant AIII ci cn i SEFFNER. FL 33584 liRRn+`+ FL. P.E. LIC. NO, 44756 PRECAST AND PRESTRESSED LINTEL DETAILS INf xwFe OAEIIBI-„ uRAI wNer:. JORkx laxxuD I scVF: As sxoxtl GENERAL NOTES 1) MolaiPls: fc 4 pr cocl rimW - 30DO psi Ic 6' & 12 CC pros t Inh<I x'M 3psi ,inch aggregate' f c afoul 3OOD ( o t nes ny unit Oi MU).per AS'14A C90 xilh ininlmurn nclareacomeastrong19t nmr. per ASiM A815'Cmde 60 martai per ASTM C270 type u or 5 2) AI sale food tables based on. "mum 4 M, no.i.1 b—N. f gy,(gD; Sn1e loads fa IiMel 11yyyy 6U8. I2U8,ond 12RU6mmL.6s Wt li W M.. d beodng length to less than 6 1/2 nso., .: 3) Provw, fug mortar ,bed and head Joinle. 4) The number in parenthesis lodicoss the percent mdui:6on 1. grcde 40 fi Id added reber. F,moh, '17'-4' Deal 121`24-2111 :ore ely' load - 142epqw/ 14% &d..J.n a 1428 (.89) 1229. pif 5) All iintela rtrcat ar es<eed V360 defl.rv. Fxcsclimi linW types a &'12F8 '17-4' & longer. te or mce<d L/180 oflectloe, use m limited to danditi.. meet"Mx1g9 the Rondo Hooding Coe Station 1604.3.1 m opplic is. " 6) Store 191M knW, as required. 7) 4' slid liut<S 1. be imtotted'w/ 4' dimtmmn hodzuntal and a' dune, Tan vMiaol. 8) InsloNalron/albalunent of lintel moatcampy with .the archileelural am/ or eWchnal docien6A& 9) 11se des'ynv may evaWate mneenUotW Imds from the mfa food taDlas"by m1adoling Ile m—in ree.b.9moment aad,sheor of d-oxcy from-11i fadeof support 10) NR. - Rot Rated 11) bottom field added rebut to;6e locot<d of the bottom of the Entd covily. TYPE OFSIGNATION Frr - nrm a: e1 oeur I r n is o°tiima u 12F16-213/ 2T I>w, m1mi 1.a,,,v[ff6 naps Ienq r4m Ar lar is as. r - 1cz -.(2) BEaada IN If uxr¢s e:r•. n> acaa a Iae r ranm l-,yt• a,a6. so UA Lo m" m s6snun m C4 nwm w1 n•.tsvms. 10 •waso rot 6'_iATaz mau rowra 11 5 • ACTUAL ea)'esm 12" NommNfL v/,DTH 12) 6' & Jr UnW3 ere r onidoclared with 5-1/2' bog ealchea PI the ends to occomodate verticol cell (einfwdng and grouting. 13) The ml<ridr sudoce of fntels uxslclodf in exterior eon -le nasonry wg6s" shall have o Cooling al stucco apptid in a midance with ASD4 C. 926'or ciher opprw<d aooliog. 14) Urde!4' looded simuflan< usy with verlidpl ((qr or uplill) and 1,6,"Iol. (bterel) IoaAe ehould be checked I r lhe..aombinsd Ix ng xdh the following eq.tD Applied w(6mt and + Applied horizontol lams 1A Sole vedicol-bad Safe hodsanbl Iood 15) For mmposite MAil be:gbls-not shown, use sofa .loud from next lone hd$A shown. 16) For lintel lengthe not stew,; 'use sale food from nut lengast length shown. 17) Sale lmds ee sapedmpmed ellowable loads III) Safe Imds- Dosed pn ratioml design anoys's per AI3 530 aA ACI 318. 19) A06tioml Wleml load copocity can be obtained byy Ihe. deiyner by providing add; i..el emf—ol coxcrwiemasonryunk (RCNI7). oboe U bntet Ses akete We.: SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR EACH ADDITIONAL g REINFORCEO CMU.( RCMU) FULL COURSE: 1/ 2' ClR TYR 1) 15 REM FOR 6' LINTELS r-„•.. , 2) 15 REBAR FOR 12' LINTELS GR40 or GR60 SAFE LOADS FOR 4" SOLID LINTELS 4-1-4- CM GRAVITY LENGTH TYPE 4S8 3'- 6' (42 PRECAST 1180 4'-0" (48' PRECAST 959 4'—.6" (54") PRECAST 789 5'-10'(70") PRECAST 460 6'-6" (7n PRECAST 360 7'-6" (90') PRECAST 260 9'-4' (M1 PRECAST 156 10'-6" (126') PRECAST 116 12UB cw 411— I UPLIFT LATERALTYPE LENGTH 4S8 4S8 3'-6" (42') PRECAST 687 371 4'-0- (48') PRECAST 597 320 4'-0" (541 PRECAST 529 258 V-10"(70") 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 121` 16 to a e 6U8 6F8 61` 12 6F16 s o r ye.tlfd, A ` 4S6 S• 12F28 12F24 12F20 t, :: , *%• RRonucrruavrSrn ST T (+ • ST OrIA I % J`r3w lJroint+aanc uuI< lV CRAIGPARRINO Oi j 0R1 6324CR579 6F32 6F28 6F24 GF20 GN pEi . FL 3M Z Rf I f DA03 64E. SER aF F^p JLk....L wiifg1 L— I= 1 Ym "-^ '- 6w . 44756 Ta-CAST— CRETE 4", 6r' & 12" LINTEL SAFE LOAD TABLES I'I:Z.'ICIC,P"".1pRRNAMCN REVI 6 12 14 CRC. IUIIC: OfISU85-11 DRAWN BY: mm ARIUUD SOAEL• N.T.5. DALE: 3/24/0 CHECKED. BT:. CMG PA49I140, P.E. —.AEG. NO, 44756 1 DRAWING: NO. LT4612 SHEET I OF 3 SAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS MRSAFEcRFPeRRaT 11.1 NTFI R SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 6U8 6F8-18 6FI2-18 6F16-1B V20-18 6F24-18 6F28-18 SF32-18 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 1 5050 6148 7227 1 8297 9357 5'-10"(70 PRECAST 1067 1260 2198 3557 5734 7227 8297 5225 6'-6" (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 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 503 565 895 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 1 1198 1437 O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR. GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 t SAFE LOAD PLIF LENGTH TYPE 6U8 6F8 RCM U S-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-(13E") PRECAST 139 311 49 12'-G- (144') PRECAST 131 277 44 13'-4-(160-) PRECAST 117 223 35 14'-0-(168-) PRECAST 111 202 . 32 17'-4-(208') PRESTRESSED N.R. 130 21 SEE GENERAL NOTE 18 elZW-eiWN SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6F8-11 6Ft2-1T 6F16-1T 6F20-IT 6F24-it 6F28-IT 6F32-IT S-6" (42') PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0" (48-) PRECAST 1225 1800 2357 2913 3470 4027 4583 4'-6" (54') PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-10'(70') PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6" (78") PRECAST 723 1097 143711 1777 2117 2457 2797 7'-8" (SO-) PRECAST 648 863tA 1249 4 1544 to 1840 at 213514 2431 9'--4' (112 PRECAST 575 571n4 9801 1252 1492 1732 1972 10'-6'(126 PRECAST 514 462t,n 787t2 1121 1336 1551t 1766 1'1'-4-(136') PRECAST 474 40401) 685 985 1213t 1442 1645 12'-O"(144") PRECAST 454 367t,i3 619 888 1093 1299 1506 13'-4-(160'). PRECAST 402 308.,,t 516 736 lkl - 906 u 1076o 1247 14'-0-(168') PRECAST 368 285(q 475 677 832 989t 1145 1,7'-4'(208') PRECAST 253 , 208 j 338 475 s 585 693 803 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 IAIG PARRINO 6324 CR 679 FNER.FL 335M E. UC. N0.4475 PRODUCPR.'VISHD ewi t^1>"'11w•(,A,I,e Floridagcw. Y!tyiwi Am I'd N., on iJge o 'O^G 3.c7 A4iamiU')a cC'q,1irn' in-CAST-CRETE 4", 6" & 12" LINTEL .SAFE LOAD TABLESI FILE WE: UBSU35-14 I ILUM'N 91: XKX AMMD I SCALE' U.S. - SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS FOSAFE LATERAL LOADSRtz" PRECAST lt•LINTELS SAFE UPLIFT LOADS FOR 12" PRECAST U•LINTELS 4-44BB0" SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12U8 12FB-28 12F12-28 121`16-28 12F20-20 12F24-2B 12F28-20 12F32-28 S-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 3218 5234 8487 11060 12755 1443q,i 6'-6' (78 PRECAST 1383 1986 2679 4196 6421 10032 12755 1443, 7'-6- (901 PRECAST 1138 1628 2131 3218 4676 6756 9763 1352§ 9'-4" (112") PRECAST 795 1216 1535 2230 3083 4167 5593 7552E IG'-6"(126') PRECAST 614 1043 1295 1853 2516 3323 4334 5632 I V-4"(138') PRECAST 518 945 1162 1649 2216 2893 3719 4746 12'-0"(144") PRECAST 456 878 1073 1513 2020 2617 3333 4206E 13'-4"(160") PRECAST 359 767E 926 1294 1709 2188 2743 3409p 14'-0-(168") PRECAST 321 7=(. 1584 2017 2451 3106E 17'-4"(208') PRECAST N.R. 4 Ml , 1428E„ 1750E 2102 19'-4' (232") PRECAST N.R. 3 925 p, 1152En 1380 1609 e---e4HM m IV SAFE LOAD PLF LENGTH TYPE 12U8 12F8 I RCMU 3'-6" (42') PRECAST 1295 4841 393 4'-0" (48-) ;PRECAST 1295 4841 2994, 4'-6" (54") PRECAST 1049 3922 2417w V-10"(70") PRECAST 681 2547 1552p 6'-6" (78") PRECAST 579 2167 123j,n 7'-5" (90-) PRECAST 474 1771 914 9'-4" (112 PRECAST 355 1326 580, 10'-6'(126') PRECAST 306 1 1143 454,, 11'-4-(136') PRECAST 278 1041 388, 12'-0-(144") PRECAST 260 971 345, 13'-4-(150") PRECAST 229 857 278 14'-O'(168') PRECAST 216 809 25117 17'-4' (208") PRESTRESSED N.R. 633 1620, 19'-4'(232') PRESTRESSED N.R. i 534,j 130,, 4) THE NUMBERS IN PARENTHESIS ARE. PERCENT REDUCTIONS FOR. Jtt LiMKAL NUIt 16 ME 40 FIELD ADDED REBAR SEE GEWYAL NOTE N0. 4 SAFE GRAVITY LOADS FOR 12" PRECAST W/ 2" RECESS DOOR U•LINTELS 49+oacr eerE LATERAL LOADSOADFOR• Csesr aasa SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12RU6 120-2B WID-2E 171314- 12RF16- 5622- 1"-2E 12RF36- 4'-4' (521 PRECAST 2538 2942 5468 7584 9640- 11659 13679 15679 4'-6" (54") PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 51-8" (68") PRECAST 1347 1841 3555 6395 9640 11669 13679 15671 5'-10-(70-) PRECAST 1259 1758 3361 5954 9358 11669 13679 1567q S'-8" (60-) PRECAST 924 1430 2633 4415 6884 1035,A 12571„ 14BOR 7'-6- (90") PRECAST 703 1203 2157 3494 5259 7922p, 9623E 1132q" T-8" (116') PRECAST 389 843 1 1451,, 2157 1 3203 44270 5417( 6380E 4) 111E NUMBERS IN PARENIFIESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED RESe SEE GENERAL. NOTE NO. 4 SAFE LOAN PLF LENGTH --, Ty 12RU61.2RF6 RCMU 4'-4' (52") PRECAST 1295 3692 258 Im 4'-6". (54") PRECAST 1213 30,58 2417n,1 5'-8" (68') PRECAST 784 2236 16506, 5'-10"(70-) PRECAST 747 2129 1552. 6'-8" (801 PRECAST 602 1716 1170, 7'-6" (90') PRECAST 504 1438 914, 9"-8" (116-) PRECAST 355 10111 4 SEE GENERAL NOTES - SHEET 1 OF MEMBER OF Ca TCwsfrYYY SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12FB-21 12F12-2T 12FI6-2T 12F20-21 12F24-IT 12F28-2T I202-27 S-6- (42 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0" (48") PRECAST 2389 3721 4872 6023 7174 6325 9477 4'-6- (54") PRECAST 2113 3291 4310 5328 6347 7365 8384 T-10-(70') PRECAST 1623 2527 3310 4092 4975 5658 6441 W-6' (78") PRECAST 1444 2269 2972 3675 4378 5081 5784 7'-6- (90") PRECAST 1267p1 1767„ 2583, 31940 3806, 4417, 5028 9'-4' (112") PRECAST 1028,1171 2006 25901 3D87 3583, 4079 10'-6"(126')PRECAST 920E 947,J 1612 2281E 2764 3209, 3653E„ 11'-4'(136') PRECAST 85Bp, 829 1404p 1982 2441 29020 3364 12'-0-(144") PRECAST 814 1269E, 1788E 2201 2616 3032,, 13'- 4"(160") PRECAST 678 p 63311 1057 1485,41826 2169 2513E 14'- 0"(168-) PRECAST 622 on 586E 14 974 13651„ 16790, 1993p1 2309E 17'- 4"(208") PRECAST 434 p 42) 695 964 1182p 1402p, 1623 19'- 4"(232')PRECAST 366 370p„ 593 817p 1002p, 1187 1372p 1) 1HE NUMBERS IN PARENTHESIS ARE PERCENT REOUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOSE NO. 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl 2" RECESS DOOR U-LINTELS 4- 4- SAFE LOAD - POUNDS PER LINEARFOOT LENGTH TYPE 12td6-2112RH0-2112RF14-2112RF1B-2 12RF22-2 12Rf26-2f 12(fr30-2 4'-4' ( 52') PRECAST 1626 26,35 3746 4806 5857 6928 7989 4'-6- ( 54-) PRECAST 1558 2582 3602 4623 5643 6664 7684 5'-8- ( 68-) PRECAST 1210 2042 2850 365E 4466 5273 6081 5'-10"( 70-) PRECAST 1173 1984 2769 3553 4338 5123 5908 6'-8' ( 80") PRECAST 10201 15381 2426 3114 1 3.802 4489 5177 7'-6- ( 90' PRECAST 904 B: 1226 2163„ 2776 3390 4003 d 4617 116') PRECAST 7931, 771 Iu 1472mi 2181E 2663 3145„ 3628- Nq 44EF T' 7F" IN PARENTHESIS ARE PERCENT REDUCTIONS FOR D ADDED RESAR. SEE GENERAL NOTE NO. 4 T ; 7: CRAIGPARFUNO R } p' C6324 CR 579 NAL G`WFNE( R,,FL 33584 BLB414 FI.P.£' liTC1N0.11ty756 7Rotwcrlu:vlsen o. w"yJYEnR wiUl (hc 1'Iuri la BDuilding Cg1e Am.> j .w Nu.:L4-- c. 0 3 Pa Pinaion Pt< m6 A M im'ei naAc mu--CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES RIE MANE: OBSUB7- I4 DRAWN BY: JOHAN AA 0 SCALE: - N.T.S. - DATE: 3/24/ 03 CHECKED BY: (3WC PARBIRO, P.F. - BED, NO. 44756 OAAWHC: MO. LT4612 SHEET 3 OF 3 MIAM1• OEM- DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26'Street, Room 208 Miami, .Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 tivww.miamldade.gov/economy SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. IDESCRIPTION: "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, 20,14, 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, IYIISSILE 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 0 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 Imy A. Makar, P.E., M.S: NOA No. 16-0126.03 MfAMFDADE COUNTYM Expiration Date: 05/21/2017, Approval Date: 04128/201 6 Z_0 j6 Page;I 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 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1 of 1, both drawings signed and sealed by Craig Parrino, P.E. H. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. Hamon, P.E. C. • CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11111196, 4S 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 06120195 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 920-8345 dated 11 /13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04/25/96 for #3 rebar by Ameristeel. 5. Mill Certified Inspection Report 984-M19614 dated 02/29196for 45 rebar by Birmingham Steel Corp. 6, MillCertified Inspection Report #58 A66332 dated 01/28/96 for 94 rebar by. Birmingham Steel Corp, 7.. Mill Certified Inspection. Report 984-M20749 dated 04105196 for #S rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #89 M19805 dated 03106196 for 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04121/96for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #8.4-M20652 dated 04103196 for #5 rebar by Birmingham Steel Corp. A) ny A: Makar, PE., M.S. Prod ne ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date, 05/21/2017 Approval Date: 04/28/2016 E- 1 Cast -Crete. USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 901-0209.03 A. DRAWINGS 1. , - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 63-0605.05 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 92 dated January 28, 2003, and Drawing,No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2; prepared by Craig Parrino, P.E., dated`June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTMF-S29-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123105, 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: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002, 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: O 21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0122.01 A. DRAWINGS L Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated 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, R E. 5. EVIDENCE SUBMITTED TINDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS, 1. None. B. TESTS` 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None, F. OTHER 1. Letter from`Cast-Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H A. Makax, 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 Alfiami-Dade County. Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1, None, F. OTHER 1. Letter from Cast -Crete Corporation, dated 021031201 Z 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 of3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision:dated June 12 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. - QUALITY ASSURANCE 1. By 111ami-Dade County Department ofRegulatmy and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None, F. OTHER 1, Letter fivin 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. HitWV Makar, P.E., M.S. Product Conteol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/2112017 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 lYliami-Dade County Department of Regulatoty 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_ HQ15rTA. 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 HIGH STRENGTH PRECAST AND r - ® PRESTRESSED CONCRETE LINTELS: er RTCAA"t W/ " A FSS 000R It LIN/EL.. B" PRECAST LI-LNf 8" Pp[SIRESSED U-LIHEEL. ITYPE "A" STIRRUPS b 7/32"A BAR T STIRRUPS 6 1/ 4 " = 9 -LINTELS aJ,BRUP DETAIL§ SGLE:. N,T,S. 8 LM7/ 32"O BAR TIRRUPSE "B" STIRRUPS M v41. _ STIRRUP DETAILSSTIRSCAI,, N.T.S U—LINTEL LS,I€L VO MF WFLIB t EN T P S E SPA61N0 t0OW s 14-8- 0.154 542 7 .3 ' A t -3. 7 32 BAp 14 -6 ' 4 0 3'-0"' 9 t S'-.4" 0.140 517 7 2, DAR 1 -S 7 32„BAR I S -2 ' 4 O 3.- 9 17.-4 0:i38 639 7 32 BAR. 1 ^S 7 32•BAR f 14 0 3'-8" 9 32' 1'-3" 7 32. BAµ. 79 -2' 21'-4" 0.194 787 7 32:OAR I -3 I 0.2CO a, 7 32 RAN I P-3 16 7/32 BAR 2{'-10:' 4 0. 3710 3/8 10 24'-0"''0.219 Bay 32 BN1 1 ^3 7/32 BAR 23'-10" 5 0 4'-3 1/8" 1 10 n nnnr"cc 1— 11-1 ILITCI nATA TA'OI C LIN2CL QENOTHL S Y0 NE WFCIBSI7 FIFE I L.EG sPAux¢ s 0,036 146 /3-REBAR 7 32 BAR 3-8" 3 D' 48 3.-A' 0.037 '. 150 3 REBAR i 2 BAR 3'-t0" N A 4 4 5 B 4-A 0 7.32 OAR. 5-D N A 6- 4 - 4"' 5.-10 4 -R 0.047 A I ' s B 5 -2" N A 8 5•- 0 6 B 5-1 0.0 3 R B 6-0 N 6'- 0" 7 -6" e'-4" O,C60 2 jA ftEOAR j3 AEd 6'-10" N A 6 9- 0 9 -9 B'-4". 0.078 18 /4 RE AR 3 flEeAR 9'-0" A" aaEuaa u me • a'srtaAMram nrf • A•. 4 T 1ATctia lRlTtAs. pRFCAS? lIL(JF Rf'INFORCIND aj FAHRICAT{ON MODEL 4' f9R Ks(is tnOt ttf " A• Maury ' ' a1MR¢M 11YFil At ENDi - 1 1 a• t l Y 1 1• 7 1 3' U" L N1EL. YO UNE YlFJ65 i LLP T SiEf- 5 6E NPSPAnw ai rY xS'- 6" 032 126 MRESAR: 3'- 5` 7-32.BAR 4 4'-• 0" 0.037 144 5 -ll 7. 32 BAR 4'- 5 7 32 BA6-3P- 32; BA8'-5' 7' 32 BA 5" 7 32 8A9'-3" 3 REBA 10'- 5" 3REBAN It'- 4" P.104 08 5-REBAR: 11'-3" 3 REBAR II -0" Iz- O. 3'- 4" 0: 110 0, 122. 43 480 Sr REBAR S REBAR If - fi' 13- 3. 3PEBAR 3'. REBAR 19 - 83 IV- O" 3- 0 3- 0 B 8 14'- 0: 0,1291 504 1 #n REBAR 13-11 3 KtVAK 1 "-0 1 3'-0 I8 THIS PROPRIETARY INFORMATION IS: PROVIDED FOR PRODUCT APPROYAL. IT 43 PRCIECIFO BY COPfRICHY LAYIS AND CANNOT BE REPROOVCEO. OR DISTRIOUTED Y017HOUT THE PRIOR ViR111EN CONSENT OF CAST-CREIE USA. INC: MEMBER OF 2ad71" dE:"d _ 7 PRE." tRESSE U-UNTF.. 1, REIMTORCBtG 9TEELi 7/32 BAR ASNI A5191 /J,. 14, s, Hom In TOTAL NUMBER OP STIRRUPS AND 15 REOAR ORADE 6o ASIW ASISt 7/10 INCN REWIRED IS COUNIEU STARTING FROM EACH DIXIVI ER 270AT1'LOYI-REI—A110N' PRESTRESSING END OF THE RENiNRCIH0 CASE: FOR [%AMPLE. SRTAMO ASTM A.I IL NO. OF STIRRUPS - 4. THER THE 2, Do Cam BTRmanisi P¢ = 4000 PSI FOR H` AEINFORCIIIo GCE MODEL $40" 2 STIRRUPS PRESTRESSLO UNTMI PR " 4WD PSI FOR ALL FADH EACH END. PRECAST B IRCH LINTELS, G. 2.5 POUNDS OF POLIPROPILERE FIBERS FES 3. IRIIUU. VRESTAESS-FOR" 0.70 R fPVi CU. TD: OF CONCRETENAY BE USED III : UN OF PRESTRESSED LR17% RONFORCIM GAO[ 4. STRIPPWC_ 4T(t(NCTNI PRESTRESSED T TO RESIST UFIINU-AND HANDLING FORCES. PA40DUCTNL'YIS1ieU tCeilh thP- lDiida IiAldinN pdc C% ATrpranccN¢I¢-o9o3. 02 Lt+Yit lA:iuuo 0``77-2016 3: E 0 RA6324CR579N. Iaml llllul ¢t bn0ut G\t.• SEFFNER, FL 335641 AP NAL EN pc' FL. P.E. LIC. NO.44756 CAST-CRETE 8" LINTEL FABRICATION DETAILS nx,at_i. NSvd EY. CAlIP. PAR(ARD. P.(. -AEG. ND. l4756 I Sam N01 TO SCALE 4AP1= Ci7Av1Tv I nAnS PnR a" PRECAST & PRESTRESSED U-LINTELS asr-ig4rr®' SAFE LOAD -POUNDS PER LINEAR:FOOT TYPE LENGTH 8U9BPB-IB 8F8-OB 8F12-OB 8F16-08 BF28-OB 8F12-1B BFIB-1B 8P20-1B BnS-18 OF32-1B 42 PRECAST 2231 3069 3719 5163 6607 9502 - 10951 3D69 4605 8113 7547 10394 11809 4'-0" (48') PRECAST 1g66: 2551 2751 382D 489D rem-] B 7034 81D7 269J4605 8113 7547 10394. 11909 4'-6" (54') • PREClST 159g1989 2110 2931 3763 5400 0224 2189 4375 6113 7547 , 10294 11809 5'-4' (64") PRECAST 1217 1349 1436 1999 2560 3685 4249 1863 3D90 5365 7547 • 7342 n 8733P.1 10127, 5-10'(70°) PRECAST 1062 ism1n3 1831 2090 2549 3009 3470 1451 2622 4360 7168 1, 6030om 7131 .. 832E W-6' (78') PRECAST 908 12M 2177 3480 3031 3707 4383 5061 1238 2177 3480 - 5361 8360 1039 8825 ,0 7'-6° .(W) PRECAST 743 1011 1729 2632 2205 1 1698 3191, 3685 , 1011 1729 2661. 3806 5681 8467 9'-4' (112") PRECAST 554 698 1160 ins 2564 3486 2816 72 3J02 752 1245 1943. 2564 3488 4705 6390 to 10'-6 (126') PRECAST 475: 535 890 1247 2093 2777 1163 2536 643 1052 1533 2093 27BI 3643t, 4764 1 V-4"(136-) PRECAST 362 582 945 1 1366 1 1846 2423 3127 4006 582 945 1 1366 1846 2423 3127 4008 12'-0"(1447 PRECAST 337 540 873 1254 1584 2193 2905 3552 540 1 873 1254 1604 2193 1 2805 1 3552 13'-4"(160") PRECAST 296 471 1 755 IC75 1428 1838 231fi 288J 471 1 755 1075 1428 1836 2318' 2861 14'-0"(168') PRECAST 279 424 706 1002 1326 1697 2127 2630 442 1 706 1002 1326 1697 2127 2630 14'-8"(176') PRESTRESSED N.R. MR MR MR MR MR MR NR 456 1 783 U70 1902 2245 2517 1227MR 15'-4"(1847 PRESTRESSED N.R. NR d NR MR MR N 412 710 125C 17J3 2058 2T2D 3251 17'-4-(206') PRESTRESSED N.R. MR I MR I I MR NR MR MR 300 548 MR 950 1328 1600 1849 2D47 19'-9"(232') PRESTRESSED NR Nfl HR NR HR NR NR 235 420 1 750 1037 1 1282 1515 1716 21'-4"(256') PRESTRESSED N R, MR MR MR MR MR MR MR 180 34D 1 598 845 1114 1159 1458 22'-0'(264' PRESTRESSED N.R. MR NA MR MR MR MR HR 16s J15 550 7B4 l047 1285 391399 24'-O'(288") PRESTRESSED WIT,12 N Na MR MR 9 25 0 45 0 659 U884 1092 1222 U) THE NUMBERS 1N PARENTHESIS ARE PERCENT REDUCTIONS FOR. GRADE 40 FIELD ADDEO REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. i SEE GENERAL NOTES - SHEET 3 OF 3 SAFE LATERAL LOADS FOR 8" PRECAST B PRESTRESSED 114JNTELS 4,,,,A ,mp SAFE LOAD PLF TYPE LENGTH 8U8 8F8 RCMU 3'-6" (42")PRECAST 1025 1024 1598 4'-0" (48') PRECAST 765 763 1 1309 4'-6" .(54') PRECAST 592 591 1073 5'-4" (64') PRECAST 411 411 745 5'-10"(70-) PRECAST 340 339 616 6'-6" (78) PRECAST 507 721 490 7'-6" (90") PRECAST 424 534 363 9'•-4" (IW) PRECAST 326, 512 230 PRECAST 284 401 180 I V-4" (136") PRECAST 260 452 154 12'-0'*(144')PRECAST 244 402 137 IS-4" (1 60") PRECAST 217 324 110 14'-0-(1681 PRECAST 205 293 100 14'-8"(176')PRESTRESSED N.R: 284 91 15-4"(1841PRESTRESSED K.R. 259 83 17'-4"(2U8")PRESTRESSED N.R, 194 64 19'-4" (232") PRESTRESSED N,R, 148 52 21'-4"(256') PRESTRESSED, N.R. 125 42 22'-0-(264") PRESTRESSED N.R. 116 40 24'-O'.(288') PRESTRESSED N.R. 91 33 SAFE UPLIFT LOADS FOR 8" PRECAST & PRESTRESSED U-LINTELS ca s,r+CacTa' SAFE LOAD -POUNDS PER LINEAR FOOT LENGTH 3'-6" (42') PRECAST 4'-0' (4) PRECAST 4'-6- (54') PRECAST 5'-4- (64') PRECAST 5-10"(76) PRECAST G-6" (78") PRECAST 7'-6" (901 PRECAST 9'-4" (1'1n PRECAST 10'-6"(126") PRECAST 11'-4"(136") PRECAST 12'-0' (144") PRECAST 13'-4" (1 SO") PRECAST PRECAST 14'-8" (176") PRESTRESSED 15'-4"(184") PRESTRESSED 17'-4-(2081 PRESTRESSED 19'-4"(232") PRESTRESSED 21'-4'(2567 PRESTRESSED 22'-O'(264' PRESTRESSED 24'-0' (288') PRESTRESSED SEE GENERAL NOTE NO. 16 ON SHEET 3 OF 3. PR0DL'CrRENE,,ED u anmplyinewiN 16e FIo1;daBuild4ilgCodo Amejmrmuc Ho.1 3Expilinllbc2: o By 7% Miemi D oducl Con OF- _ ti s TH 4M.jia gg.(Sd°ryARl 1RU: F8E HAVE: ARE PERCENT REDUCTIONS FOR GRADE 40 RAL NOTE NO. 4 ON SHEET 3 OF 3. PIL0DUUYRF.V73i7D complY4"8 wid, Nie llo 4dodulidin8Code / Rccepinnec NoL O 0 .o-Z ATE F y ` i I•' W . R I P G\: CRAIG PARRINO Q WI DI on Data z o i6 8324 OR 579 flY SEFFNER. FL 33584 A41 I({ FL. P.E.L?C.NO.44756 ' 11141i44 T—CRETE 8" LINTEL FABRICATION DETAILS DRAfIN BY: CRAIG tAAAWD, PL - REC. AD. l{756 mm NOT IO SCALE 1 CRECKEO 9T:. RAID. PAR4IN0. P.E. - RE6. N0. {1756 I 93AWNR Na FOS SNLU 2 0T 3 I O THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD. ADDED RE@AR. SEE GENERAL NOTE NO,, 4 GENERAL NOTES SAFE LATERAL LOADS FOR 6"PRECAST w)2" RECESS DOOR U•LINTELS SAFE LOAD PLF LENGTH TYPE 81RU6 BRF6 RCMU 4'-4e (52"). PRECAST 758 757 1164 4'-6" (54") PRECAST 694 693 1073` 5'-8" (68") PRECAST 408 407 655 5'-10"(70") PRECAST 382 381 616 6'-8- (80") PRECAST 595 78$ 464 7'-6- (W) PRECAST 509 674 363 9'-8" ;(116') PRECAST 370 490 214 k'SEE GENERAL NOTE 18 I Mok,ids: 12) I.Wels..are wnulaclored. »;Ih 5-112' I" rotons, al the end¢ to cSocroodote 1 8,. p l hnLel 40M psi Scrod cep'.W.d.g and gr hnq I S, pest wed Intel <..SOWIegout3000psie+lA D?1. maamum B inch a9gregote . IJ) 1he edaria .soda<a of Gnkl. rufo9ed In ezlcrlor wnarale masmry vales iroa live o ro.A; g. of eI,— oppied. ,dint w'In ASIM C-926 r W+ar approved -CN. rete rmsarq anRr. area mrcpress+vo drug Seto, ASW A515 Wade CIAU) pv' C90 wi81. m+nlmnm naL f900 Psl. 60 14) UnI.ls I.od'd S;.*..¢asfy oilh v NC¢t (graver asa Rdt) and ha -1.1 (loisrai) eiwldPer I"Irsng skoad per. ASIM A416. Grade 270 low rei..Gan Foods b leched for lM wa1 ed 17 +ritll iM-failon;n9 <9uallore marlar pu ASM C27D Type M w S ApF d vertical Feed } Appl ad hMSoatol. idad 5 1.0 2) AN sale Id<d 1 do n... d'an giir om 4 esh r.Wul Woriiiq Safe vertical Food Sot. WZootol lend FdLGYT'9Mi sofa kadn For IiAd type'8M wad MU6 most to 15) For composite lintel hdghts not shone, ese. sofa lead Udm n.e1 loss Iuight whom. doted 1,y.x.11 head" length a Feu It- , 6 1/2 ncMs. 19) For Intelaengths eaYshoen, ".,left toad 110. east I.Jest lengle shown. 3) Presila ldl: "or :bed endheadjoints. 17) Sole eaAs-ar Sq.4agksed Alowa84 land} 4) The. mrnbn In paeMhnls Indkaks Ib< p-1. .dodl n for grow 40 B W added « Wp 18) Sole+loads-,based on io6an;d d¢tfgn orwtyis p<r Ap 570 and ACT. 318 Em— le: 7'-6' IfA l 802-19 Sale yyrmity kod - 6472; Cal w/ 15% wdscyron } 647E `b5) 5501 pD is) Addles l lateral lead capacity can he abWood t% Ife, designer by pmviding addlionel 4 masonry -(ROW)' abase the We, See ealeh below: 5) M IiNds meal or nceed'i 360 ddkc8an. flab, corierets mils F,, 01;, pwer"S R1 type 3F8 il'^4" ord lager meek a ntteds L/IBO d.lk<Uoa.. We is CmBed to condliens m¢e8nngq lhs Flatten Bafld'ag code. S.60m 1604.3.1 as opplkabk 6) 6hae Fined ll let. as mquiwd. F' f0=1500pSi 7) On. 17 rebor may be soestikAed lu.Iwo 15 mba,e 8) inst ion/alkchmmt of Tnlel mast ro ply xim. the aSchil,,tard and/ or sleaokwl' dawa+mis. SEE SAFE LATERAL LOAD 9 The desl a¢r may evolvO, anacnhotad hoer kom IM Sol. law totheo b 9YY FOR TABLEFOR LOAD RATING FOR EACH AMMAL(RwlcVoUngUr¢ nmmom raalm9 moment asd'sHearol d-owny If.. the REINFORCED CfAU (RCMII) I°`e a `a9P.4 FULL: COURSE ' PRO 10) H.R. =-Nei Rated i rm cc II) Sell- IitW added Saba, 1. ba kcvted a1 Uw Wilton, a1-its his] -cooly._ 1/2- CLR TYP 2) #5 RERAR Auil+ GR40 or GR60 AS. RSpiiAwn OF m BEB SAFE UPLIFT LOADS FOR B" PRECAST w/ 2" RECESS DOOR U-LINTELS 4v" O_gm SAFE LOAD — POUNDS PER LINEAR FOOT TYPE LENGTH BRF6- it if6- 2T 8RF10- IT 8RF10- 2T BRF14- IT W14- 21 88FIS- 17 BRF1B- 2T 8RF22- 1T 6RF22- 27 8RF26- IT URF26- 27 BW30- 11 BRF30- 21 4'- 4". (52') PRECAST 905 1668 236E 3056 MI 4445 5140 905 1655 2362 3056 3751 4445 5140 4'- 6" (54"} PRECAST 867 16D4 2272 2939 3607 4275 4943 867 1604 2272 2939 3607 4275 4943 5'- 8"' (68') PRECAST 675 126% 1797 2326 2854 3382 3911 675 1269 1797 1326. 2854 3382 3911 5'- 10` (70") PRECAST 655 1207,,l 17460,1 22M 2773 3786 (,1 2799 1.1 655. 1233.- 1746 2259 2773 3286 2799 6'- 8" (80") PRECAST 570 929 ,) 1530 ISM 242 9(,,l 2879 i 33291 510. 108D 1530 1980 1 24292819 3329 T- 6° (90") PRECAST 506 7421, 1364 b• 1765s 2156 A 2567 r 2968p 506'. 898 1364 1765 2166 2567 2968. 9'- 8+' (116e)rPRECAST 795 469 T 884 i122. e 1540 1859i ZIEW ; 395 560- 1072 1386-..1701 2016 2331 THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 TYPE DESIGNATION, BF1 _ F o FILLED N1 i CROUP / U - UMLED Iy3MI111Y OF 15 REM AT 6011DM OF LINTEL CA11V7 1' 1 8F16-1 B/IT H01OILiH L'clummY OF 15. HUM HEIGHT M HEREWRAT 10? REM AT TOP REOb de. M. u. r'OFs8F32AT 110R0M CA`AlY- gF28. ,aJ," A 4qej• 20. BOTTDM. REINFOR(ISG 7-5 8'. )C84LL. PROVIOED 114 BRIM mdm). Y80TM RENEWED B svitll rho Floods $ ' 0.441 ,. PRODUCr IUSV1SR.11 m c mplyingnll,.de ehcPlnrida o3•?C, OF I 1 •' 2[J CRAIG PARRINO tlwld rg Code: Acc pfmwa Na 14 _ RpkwIvl' c - oZ r 'Cossuo i'S ,; O • 6324 CR 579 SEFFNER.FL 33584 FL.P. E.LIC. 0 a M, LL: CAST-CRETE 8" LINTEL FABRICATION. DETAILS FILE NAME: D=113-N _I Wffl BY, CRAIO PARRD{D,. RE. - REV. I10v.44756 1 SCALE: HOT 10 60A4 CITY Or Building & Fire Prevention Division PERMIT APPLICATION Application No: I 1 019 L. Documented Construction Value: $ 45,000 Job Address: 3707 Saltmarsh Loop Historic District: YesF]No Parcel ID: 17-20-31-502-0000-1310 Residential z Commercials Type of Work: Newt Addition Alteration Repair Demo Change of Use Move Description of work: Electrical wiring, 150 amps, underground slab, rough and trim Plan Review Contact Person: Phone: 407-630-0119 Brandon Gibbs Fax: Name Starlight Homes FL LLC. Street: Title: Director Email: brandon.gibbs@reedcm.com Property Owner Information 1064 Greenwood Blvd., Ste 124 City, State Zip: Lake Mary, FL 32746 Name Street Brandon Gibbs Phone: 407-708-0163 Resident of property? : No Contractor Information 146 West Plant Street, Ste. 240 City, State zip: Winter Garden, FL 34787 Name Street: Phone: 407-630-0119 Fax: State License No.: EC 13008106 Architect/Engineer Information n/a Phone: City, St, Zip: Bonding Company: n/a Address: Fax: E-mail: Mortgage Lender: n/a 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 issuagcf 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: 6"1 Edition (2017) Florida Building Code Revised: January 1, 2018 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: Lcertify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent ate Lrc.r%aon Ci6b5 t33 Print Contractor/Agent's Name 3 a, S SOY`/ 9 nwciE 4.a.f P o Not of Florida ate o Contractor/Agent is / Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical plumbing[] Gas[] Roof occupancyConstructionType: p y Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Pemvt Application Revised: January 1, 2018 CITY OF 1"''I" SkVLF01U3- Building & Fire Prevention Division PERMIT APPLICATION Application No: Documented Construction Value: $ 45,000 Job Address: 3707 Saltmarsh Loop Historic District: YesF]No 0 Parcel ID: 17-20-31-502-0000-1310 Residential ] Commercials Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Electrical wiring, 150 amps, underground slab, rough and trim Plan Review Contact Person: Brandon Gibbs Title: Director Phone:407-630-0119 Fax: Email: brandon.gibbs@reedcm.com Property Owner Information Name Starlight Homes FL LLC. Phone: 407-708-0163 Street: 1064 Greenwood Blvd., Ste 124 Resident of property? : No City, State Zip: Lake Mary, FL 32746 Contractor Information Name Brandon Gibbs Phone: 407-630-0119 Street: 146 West Plant Street, Ste. 240 Fax: City, State Zip: Winter Garden, FL 34787 State License No.: EC13008106 Name: n/a Street: City, St, Zip: Bonding Company. n/a Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: n/a 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 issuattct; of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 6'" Edition (2017) Florida Building Code Revised: January 1, 2018 Permit Application this e to at NOTICE: In addition to the requirements ad there may be additional permits additional from other governmentallentities such may found in the public records of this county, 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. t submittal. A copy of ntract is The City of Sanford requires review cha plan arge e andwillew fee at the time of beconsidered the estimated construction value of the job attheotime of submittal. in order to calculate a plan review g currentd based on theTheactualconstructionvaluewillShouldcalelatedchargesfiguredofftheexecutdTablecontractexceedtheactual constructiont is nvalue, accordance with local ordtnanc credit will be appliedtoyourpermitfeeswhenthepermit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliancewithallapplicablelawsregulatingconstructionandzoning. Signature of OwnerlAgent Date Print Owner/Agent' s Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID ate Signature of Contractor/ Agent 0 J((.riaUYI Gibbs print Contractor/Agent's Nameg. g. 4Signaef z o No of Floridaate Contractor/Agent is / Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Construction Type: Occupancy Use: Gas Roof Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads _ _____ Fire Alarm Permit: Yes No APPROVALS: ZO MG: UTILITIES: WASTE WATER: Fes: BUILDING: ENGINEERING: COMMENTS: pemvt Application Revised: January 1, 2018 Td- /- 1 \3) Revision Response to Comments City of Sanford Building & Fire Prevention Division i AU m {, Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # ( b' ( Q Submittal Date --- I r Project Address: Contact: 0 Ph: `in DIt -( Fax: Email: (' P s e, C r gh i i12' S - Com Trades encompassed in revision: General description of revision: wilding l ; Plumbing Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities _ Ok to construct single family home with setbacks and impervious area Waste Water _ shown on plan. Planning _ 22(00 1 a n - , CTP— ZZ Engineering Fire Prevention Building 5ff 4 -1 a - t9, Gt P 2C- 4 rig', F?iA,J (`Z tli vJ R-- C, 2]1 Revision Response to Comments Permit # City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date Project Address: Contact: e--1 Ph: qn oLul Fax: Email: 3 e m -Cz r i gl-4 Cdi2res - r- Trades encompassed in revision: General description of revision: VBuilding Plumbing Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities ( I LI Waste Water ( Planning Engineering Fire Prevention Building RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 131 - 2260 SR Builder Name: Starlight Homes Street: 3707 Salmarsh Loop Permit Office: Seminole County 4 8U1CD y City, State, Zip: Sanford , FL , 32773 Owner: Permit Number: Jurisdiction: # 8 2 C 6 Design Location: FL, Sanford County:: SEminole (Florida Climate Zone ?9 0 F R7.tE 1. New construction or existing New (From Plans) 9. Wall Types (2502.6 sqft.) Insulatio a 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1212.50 ft2b. Concrete Block - Int Insul, Exterior R=4.1 1028.80 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 261.31 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1324.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1324.00 ft2 6. Conditioned floor area above grade (ft2) 2255 b. NIA R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(190.8 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 451 a. U-Factor: Dbl, U=0.34 150.00 ft2 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 40.80 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1324.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1002.00 ft2 b. Conservation features b. Floor over Garage R=19.0 275.00 ft2 None c. other (see details) R= 47.00 ft2 15. Credits Pstat Glass/Floor Area: 0.085 Total Proposed Modified Loads: 65.24 q Total Baseline Loads: 65.82 7SSPASS 1 hereby certify that the plans and specifications covered by Review of the plans and O4114E SigT this calculation are in compliance with the Florida Energy specifications covered by this b O+f, Code. calculation indicates compliance Dig tally signed by Gabriel Renner Gabriel Renner°" G brelRenner,o EnergyAir, ou, with the Florida Energy Code. ti rtrrr „ O PREPARED BY: mal GRe ner@Energyarcorn`US Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 hereby certify that this building, as designed, is in compliance Florida Statutes. CODwiththeFloridaEnergyde. y OWNER/AGENT: BUILDING OFFICIAL: DATE: L lc R DATE: 4. Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 5.00 ACH50 (R402.4.1.2). 7/5/2018 9:53 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2017 PROJECT Title: Lot 131 - 2260 SR Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2255 Lot # 131 Owner Name: Total Stories: 2 Block/Subdivision: Wyndham Pres of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: 3707 Salmarsh Loop 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 Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2255 19467.9 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 1002 9318.6 Yes 5 1 1 Yes Yes Yes 2 Floor 2 1253 10149.3 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 109.3 ft 0 1002 ft2 0.5 0 0.5 2 Raised Floor Floor 2 ___ ___ 47 ft2 19 0 0 1 3 Floor over Garage Floor 2 ____ ___ 275 ft2 19 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1434 ft2 0 ft2 Medium 0.6 N 0.5 No 0 22.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1324 ft2 N N 7/5/2018 9:53 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2017 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Floor 2 30 Blown 1324 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt To Wall T\tpe Space 1 N Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 2 N Exterior Concrete Block - Int Insul Floor 1 4.1 7 3 9 5 68.3 ft2 0 0 0.6 0 3 E Exterior Frame - Wood Floor 2 13 47 0 8 1 379.9 ft2 0 0.25 0.6 0 4 E Exterior Concrete Block - Int Insul Floor 1 4.1 40 6 9 5 381.4 ft2 0 0 0.6 0 5 S Exterior Frame - Wood Floor 2 13 28 0 8 1 226.3 ft2 0 0.25 0.6 0 6 S Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 5 263.7 ft2 0 0 0.6 0 7 W Exterior Frame - Wood Floor 2 13 47 0 8 1 379.9 ft2 0 0.25 0.6 0 8 W Exterior Concrete Block - Int Insul Floor 1 4.1 33 6 9 5 315.5 ft2 0 0 0.6 0 9 N Garage Frame - Wood Floor 1 13 27 9 9 5 261.3 ft2 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Wood Floor 1 None .39 3 6 10 20.5 ft2 2 N Wood Floor 1 None .39 2 10 6 10 19.4 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 n 1 None Low-E Double Yes 0.34 0.26 N 15.0 ft2 1 ft 0 in 1 ft 0 in None None 2 n 1 None Low-E Double Yes 0.34 0.26 N 30.0 ft2 1 ft 0 in 4 ft 0 in None None 3 s 5 None Low-E Double Yes 0.34 0.26 N 60.0 ft2 1 ft 0 in 1 ft 0 in None None 4 s 6 None Low-E Double Yes 0.34 0.26 N 30.0 ft2 1 ft 0 in 11 ft 0 in None None 5 s 6 Vinyl Low-E Double Yes 0.58 0.25 N 40.8 ft2 1 ft 0 in 11 ft 0 in None None 6 W 8 None Low-E Double Yes 0.34 0.26 N 15.0 ft2 1 ft 0 in 11 ft 0 in None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 411 ft2 411 ft2 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000274 1622.3 89.06 167.5 2465 5 7/5/2018 9:53 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2017 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ Split HSPF:8.2 36 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split SEER: 14 36 kBtu/hr 1080 cfm 0.7 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS Supply ---- Return ---- Air CFM 25 CFM25 HVAC # v # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 451 ft2 Floor 2 112.75 Default Leakage Floor 2 Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin an Feb Mar A r Ma X Jun X Jul Xj Aug Se Oct Nov Dec Heating fX Jan X Feb fX Mar f Apr i May 4 Jun 4 Jul Au4 Sep f Oct X Nov X Dec Ventin [ Jan j Feb [X Mar X A r May [ Jun [ Jul Aug Se X Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 7/5/2018 9:53 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2017 NERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD is -assail "" . - . __, a-_Ft-yaa^_ere'e t. 1_ -Jas_-'v_ •e :._„50,-F'?e 5d".:. s. dI r'T,S' -_:: was c.-a1m - - ESTIMATED ENERGY PERFORMANCE INDEX* = 99 The lower the EnergyPerformance Index, the more efficient the home. 3707 Salmarsh Loop, Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows'" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1212.50 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1028.80 ft' 1 c. Frame - Wood, Adjacent R=13.0 261.31 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1324.00 ft' 2255 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 150.00 ft2 a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 451 40.80 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 36.0 SEER:14.00 ft2 1.000 ft. 0.258 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1002.00 ft2 b. Floor over Garage R=19.0 275.00 ft2 c. other (see details) R= 47.00 ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card -will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: 3a-I+h 0--h City/FL Zip: dt ri_ LAC° kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at techsupport@energygauge.com 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. 7/5/2018 9:53 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 131 - 2260 SR Builder Name: Starlight Homes Street: 3707 Salmarsh Loop Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the The insulation in any dropped ceiling/soffit insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with a sealed. material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/doorjambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls. Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on Narrow cavities installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spac s. Recessed lighting Recessed light fixtures installed in the building thermal, envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 r)ir)inci and wirin . Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sorinklerver i)lates andwalls ilin . a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 7/5/2018 9:53 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 FORM R405-2017 Envelope Leakage Test Report Performance FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Performance Method Project Name: Lot 131 - 2260 SR Builder Name: Starlight Homes Street: 3707 Salmarsh Loop Permit Office: Seminole County City, State, Zip: Sanford, FL , 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 2255 sq.ft. Cond. Volume: 19468 cu ft. Envelope Leakage Test Results Regression Data: C n: Single or Multi Point Test Data R: HOUSE PRESSURE FLOW: 1 Pa cfm 2 Pa cfm 3 Pa cfm 4 Pa cfm 5 Pa cfm 6 Pa cfm Leakage Characteristics Required ACH(50) from FORM R405-2017 : Tested ACH(50) * : Tested leakage must be -less than or equal to the required ACH(50) shown on Form R405-2017 for this building. If the tested ACH(50) is less than 3 the building must have a mechanical ventilation system. 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 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: 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)(0, (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: 7/5/2018 9:53 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 ProjectSumma Job: Starlight -Wyndham Prese... wrightsoft°Date: 7/5/18 Entire House By: Energy Air, Inc Plan: 2260 S Magellan 5401 Energy Ar, Ct, Orlando, FL 32810 Phone:407-886-3729 Email: GRenner@energyair.00m web: www.energyairoom For: Lot 131 - 2260 SR, Starlight Homes 3707 Salmarsh Loop, Sanford, FL 32773 Notes: Weather: Orlando ExecutiveAP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 F Outside db 93 F Inside db 70 F Inside db 75 F Design TD 26 F Design TD 18 F Daily range L Relative humidity 50 Moisture difference 44 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 17353 Btuh Structure 15751 Btuh Ducts 3222 Btuh Ducts 5921 Btuh Central vent (47 cim) 1319 Btuh Central vent (47 cfm) 900 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 21894 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 22572 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3073 Btuh Ducts 1244 Btuh Central vent (47 cfm) 1382 Btuh Heatingg Coolingg Outside air Area (ftz) 2310 2310 Equipment latent load 5699 Btuh Volume (fF) 20003 20003 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 28271 Btuh Equiv.AVF (cfm) 137 70 Req. total capacity at 0.70 SHR 2.7 ton Heating Equipment Summary Cooling Equipment Summary Make Carrier Make Carrier Trade CARRIERAIR CONDITIONING Trade CARRIERAIR CONDITIONING Model CH14NBO360000B Cond CH14NBO360000B AHRI ref 8068612 Coil F134CNP036L AHRI ref 8068612 Efficiency 8.2 HSPF Efficiency 11.7 EER, 14 SEER Heating input Sensible cooling 23100 Btuh Heating output 33800 Btuh @ 47-F Latent cooling 9900 Btuh Temperature rise 28 F Total cooling 33000 Btuh Actual airflow 1105 cfm Actual airflow 1105 cfm Airflowfactor 0.054 cfm/Btuh Airflowfactor 0.051 cfmBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.80 Capacity balance point = 34 °F Backup: Input = 5 kW, Output =16034 Btuh, 100 AFUE Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft 2018-Jul-0509:46:16 Page 1Right -Suite@ Universal RSU17013 4CK>, ...SpecifidWyndham Preserve\Lot 131 - 2260 SR.rup Calc = MJ8 Front Door faces: N For: Lot 131 - 2260 SR, Starlight Homes 3707 Salmarsh Loop, Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Sensible gain: 22572 Btuh Entering coil DB: 78.3°F Outdoor design WB: 75.9°F Latentgain: 5699 Btuh Entering coil WB: 64.4°F Indoor design DB: 75.0°F Total gain: 28271 Btuh Indoor RH: 50% Estimated airflow: 1105 cfm Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Sensible capacity: 23961 Btuh 106% of load Latent capacity: 6713 Btuh 118% of load Total capacity: 30674 Btuh 109% of load SHR: 78% Design Conditions Outdoor design DB: 44.2°F Heat loss: 21894 Btuh Entering coil DB: 68.2°F Indoor design DB: 70.07 Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1105 cfm Output capacity: 33800 Btuh 154% of load Capacity balance: 34 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1105 cfm Output capacity: 4.7 kW 73% of load Temp. rise: 50 °F Meets all requirements ofACCA Manual S. wrightsoft' 2018-Jul-0509:46:16 w,,, ,p-,»,.,,.,,,,,.,,9 Rght-Suite®Universa1201818.0.11 RSU17013 Page 1 ACCK ...Specific\Windham Preserve\Lot 131 - 2260 SR.rup Calc= W8 Front Door faces: N Duct System Summary Job: Starlight -Wyndham Prese... wrightsofto Date: 7/6/18 Entire House By: Energy Air, Inc Plan: 2260 S Magellan 5401 Energy Ar, Cl, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyair.com web: wVwv.energyair.com For: Lot 131 - 2260 SR, Starlight Homes 3707 Salmarsh Loop, Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.136 in/100ft 1105 cfm 206 Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.136 i n/100ft 1105 cfm Su ply .Branch Defail Table' r a Name Design Btuh) Htg cfm) Clg clm) Design FIR Diam in) H x W in) Duct Mati Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Bath 2 c 134 6 7 0.162 4.0 Ox 0 VIFx 27.8 145.0 st1 Bed 4 c 1513 75 77 0.185 6.0 Ox 0 VIFx 21.5 130.0 st2 Bed2-A h 1865 100 96 0.162 7.0 Ox 0 VIFx 32.6 140.0 st1 Foyer -A h 3062 164 87 0.175 8.0 Ox 0 VIFx 19.6 140.0 st1 Laun c 838 4 43 0.268 4.0 Ox 0 VIFx 9.3 95.0 Loft c 2694 125 137 0.284 7.0 Ox 0 VIFx 3.5 95.0 bat c 211 5 11 0.186 4.0 Ox 0 VIFx 20.3 130.0 st2 br3 c 1513 74 77 0.183 6.0 Ox 0 VIFx 22.7 130.0 st2 kit-fam h 3684 198 195 0.136 9.0 Ox 0 VIFx 41..0 165.0 st3 kit-fam-A h 3684 198 195 0.137 9.0 Ox 0 VIFx 39.3 165.0 st3 mba c 437 20 22 0.241 4.0 Ox0 VIFx 16.0 100.0 mbr c 2115 94 108 0.245 6.0 Ox0 VIFx 14.4 100.0 vVic c 504 22 26 0.172 4.0 Ox 0 VIFx 28.1 135.0 st2 vviO3 c 82 2 4 0.188 4.0 Ox 0 VIFx 19.3 130.0 st2 vAc4 c 399 18 20 0.179 4.0 Ox 0 VIFx 26.0 130.0 st2 a Supply,i'runk D etail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) dim) FIR fpm) in) in) Material Trunk st1 PeakAVF 666 580 0.136 623 14.0 0 x 0 VinlFlx st2 PeakAVF 196 215 0.172 617 8.0 0 x 0 VinlFlx st3 PeakAVF 396 390 0.136 504 12.0 0 x 0 VinlFlx st1 j,_ wrightSO W 2018-Jul-0509:46:16 m Rght-SuiteC Universal 201818.0.11RSU17013 Page ACCK ...Specific\WyndhamPreserve\Lot131-2260SR.rup Calc=MJ8 Front Door faces: N Name Grille Size (in) Htg Cfm) Clg Cfm) TEL M Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 1105 1105 0 0 0 0 Ox 0 VIFx wrightsof - Right-SuiteOUniversal201818.0.11 RSU17013 A ...SpeafidWyndham PreservetLot 131 - 2260 SR.rup Calc= W8 Front Door faces: N 2018-Jul-05 09:46:16 Page 2 M-1 Job #: Starlight- Wyndham Preserve Performed for: Lot 131 - 2260 SR 3707 Salmarsh Loop Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone: 407-886-3729 wwwenergyair.com GRenner@energyaircom AIR KING AS50 50 CFM 5 4' VTR Scale: 1/8"= 1'0" Page 1 Right -Suite® Universal 2018 18.0.11 RSU17013 2018-J ul-05 09:46:54 m Preserve\Lot 131- 2260 SR.rup 6'GA VTR 47 CFM AIR KING AS50 50 CFMS 4' VTR Job #: Starlight -Wyndham Preserve Performed for: Lot 131 - 2260 SR 3707 Salmarsh Loop Sanford, FL 32773 level 2 AHU ON METAL STAND 3.0 TON 240V /5KW HP Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyaircom Scale: 1 /8" = 1'0" Page 2 Right -Suite® Universal 2018 18.0.11 RSU17013 2018-Jul-05 09:46:54 m Preserve\Lot 131 - 2260 SR.rup RECORD COPY V, C'N BUILDING SANFORD ARTO A No RECORD COPY am- PALLMIER ELECTRIC Starlight Homes 2260 Magellon LOAD CALCULATION December 12, 2017 I. HVAC LOADS (NEC 2014 - 220.82(C)(3) - (4)) ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.50 TON 6.30 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.97 KVA TOTAL LOAD FOR COMPRESOR @ 100% 6.30 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 11.29 KVA II. GENERAL LOADS (NEC 2014 - 220.82(B)(1) - (4)) LIGHTING 2260 Sq Ft @ 3VA/Sq. Ft 6.78 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 1.5 LAUNDRY CIRCUIT w\DIN; 1.50 KVA 1 5 DRYER CIRCUIT 5.00 KVA 5 STACK WASHER/DRYER 1 4.5 WATER HEATER (1) SF' ,` 4.50 KVA 4.5 WATER HEATER (2) FF'AR11.2 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 T2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 2.5 MICROWAVE CIRCUIT 2.50 KVA 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AMP POOL CIRCUIT p819.2 80AMP POOL CIRCUIT # CONNECTED LOAD (GENERAL LOADS) 37.28 KVA 1ST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.91 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2014 - 220.82(B)) 20.91 KVA HVAC LOADS 11.29 KVA GENERAL LOADS 20.91 KVA TOTAL DEMAND LOAD (NEC 2014 - 220.82(A)) 32.20 KVA MINIMUM SERVICE SIZE 134.16 AMPS RECOMMENDED SERVICE SIZE 150 AMPS WWYNDHAM PRESERVE - LOT 131 PLOT PLAN WYNDHAM PRESERVE LOT 131 PB 81, PG 93) rn c 0 915.PCP D _ - a p I ` CV1R8 y J V C3 QCP GoNC C ";t C 00 P_ _ • • ` G: sL, CP CENTER c ,a LME e . ' • '' 4 y.1 2 0 Vma• . Nd 27• PROPOSEp 'A K ' o a• ra a C S1D iV)aa: W 1p UTILITY o N a o U' a 16. 0' A' Q;Y z Q r i 20.7 Vmoo ,o 1. O" PORC 6.0 7.3 J PROPOSED 14 O O 1 STORY RESIDENCE j W 2681 FLICKER COVE ; M LOT 130 ul Ok to construct single family home . 2260MAGELLAN M with setbacks and impervious area LOT 132 ELEVATION -.S GARAGE - RIGHT q a%ashownonplan. 43. lik N Mao rVJCLSC FFE= 30.5 2.Q 28.0 !6.0' o s 16.0 Z ' PATIO o 10.0 Di<NMNSION NOTE: v------------- ----- - l Proposed building dimensions `D LOT 131 `D shown hereon are of the exterior. AREA =4 4,948 S.F.0 Building Setbacks Setbacks: Per construction plans for 40. 00, WYNDHAM PRESERVE-, City of Sanford, 2 589.40+$ ,•W ? Seminole County, Florida. 92 92 Front 25' LOT 151 Rear = 20' LOT .152 LOT 153 Side 5' 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 gat users sole risk. BFP--Backflow 1ireventer Sight Distance Easement S —Survey PRM —Permanent Ref. Monument R —Reported PCP —Permanent Control Point D -Description FP&L —Florida Power &Light P —Plot FFE-Finish Floor Elevation D.B.-Deed 'Book 09—Water Meter O.R.-Official-'Records Book Da —Water Valve P:B.—Plat Book b'—Fire `Hydrant Pg.—Page RC®—Recloimed Water Meter Elev.—Elevation RCD4—Reclaimed Water Valve Conc..—Concrete M—Coble Box BP —Brick Paver m -Telephone Box SW -Sidewalk E-Elect ric Box FFE—Finished Floor Elevation O—Utility Pole Cl —Curb Inlet Guy (Pole GTl—Grote Top Inlet light Pole P.l1.E.—Pubfic Utility Easement k— —Guy?Anchor RCP —Reinforced Conc. Pipe OU--Overhead Utilities PVC —Polyvinyl Chloride Storm Sewer Manhole NCS—No Comer Set (Falls in Water) m—Sonitary Sewer Manhole SF -Square Feet HHo —Electric Handhole D.U.E.—Drainage/Utility Easement COO —Clean Out FMGD—MAC NAIL & DISK ICVD4—Irrigation Control Valve P.K.—Parker Kolon Nail Sign; SIR —Set 1/2" Iron Rod LB7768 wpa—Gate' Water Valve SPKD —Set P.X.'& Disk L87768 Rod Gas ;Meter FIR —Found 1/2" iron LB7768 Existing Grade FIP—Found 1/2" Iron Pipe LB7768 al —Blow -off Valve FPKD—Found P.K. Nail & Disk L87768 —*---Drainage Flow Direction FCM—Found 4N4" Concrete 10.0-Proposed Design Grade Monument PRM LB7778 10.2 —As—Built/Existinq Grad Note: Some items in above 'ledemov not be aonglicable l Description I Date I Dwn.ICk'd I P.C. Order No. LOT AREA CALCULATIONS LOT = 4,948 SQ.FT.( LIVING AREA= 1,002 SQ.FT. GARAGE 411 SQ.FT.j ENTRY = 48 SQ.FT. DRIVEWAY = 486 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 86 SQ.Fr., A/C PAD = 9 SQ.Fr. IMPERVIOUS= 43.4 7 SOD = 2,806 SQ.Ff. OFF LOT AREA CALCULATI S R/W = 1,088 SQ.FT.:. APRON = 114 SQ.FT. - SIDEWALK = 217 SQ.FT. SOD = 146 SQ.FT. TOTAL AREA AREA = 6,036 SQ.FT.- DRIVEWAY = 600 SQ.FT:_ SIDEWALK = 303 SQ.FT., SOD = 2,952 SQ.Fr.- CURVE DATA TABLE NO. - RADIUS DELTA ARC CHORD BEARING C2 150.00' 008'0V53" 21.29' 21.27' N 6.9'21'18" E C3 125.00' 024'23'30" 53.21' 52.81' N 77'29'06" E SURVEYOWS NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from. engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for 'WYNDHAM PRESERVE, City of Sanford Seminole County, Florida. 5. This Plot Plan is, subject to matters shown on the construction plans for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information, shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONEY) James D. Leviner FLORIDA PROFESSIONAL SURVEYOR & .MAPPER NO. .L.....56915........5 NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Floodi Insurance Rate Map Panel Number 12127C-07651 in Flood Zone "x" DESCRIPTION: LOT 131, accordingato the plat of "WYNDHAM PRESERVE", as riiporded in Plat Book 81, Page 93 Public records of Seminole County, Florida- 555 Winderley Place, Suite 109 Maitland, FL 32751 1. Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 c Geul'olnt Surveying, Inc. Drawn: JE I Checked: JDL P.C.: Data File:9rissonEast-Plot Date:9/21/17 Dwg:8ftwnEast-Lot131 Order No.: - SEC. 17 - TWN. 20 S. - RSIG. 31 E. Feld Bk: r n 0 n 0C I f RECORD COPY City of Sanford Building and Fire Prevention Product Approval 18-286 Permit # Project Location Address 3--4v-4- ification Form f u 5c S R s 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.floridabuildinq.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 Sliding MI WINDOWS & DOORS 420 FL15332-R4 Sectional WAYNE DALTON 5120/6100/9100#0230 FL9174-R12 Roll Up Automatic Other 2. Windows Single Hung Silverline BLDG PROD CORP SERIES 2900/4900 SINGLE HUNG FL19715-R3 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 1 Category/Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding JAMES HARD] BLDG PROD INC HARDIPLANK LAP FL13192-R5 Soffits ALUMINUM COILS MASTIC ENDURANCE FL12194-R6 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CERTAINTEED CORP ROOFING CERTAINTEED CORP ROOFING FL5444-R12 Underla ments TAMKO BUILDING PRODUCTS INC UNDERLAYMENTS FL12328-R8 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, INC ALUMINUM ROOF LOUVER FL3792-R10 Other June 2014 Category/ Subcategory Manufacturer Product Description Florida Approval # include decima )' ,_ 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 STRENGTH CONCRETE LINTELS FL158-R10 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 RECORD COPY C I LLWD SANFORD or] Boise Cascade Engineered Wood Products m 0, ESG 07/21/2014 R 08/04/2015 It's the SIMPLE FRAMING 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 jobs in less time. You'll Build Better Homes with the SIMPLE FRAMING SYSTEM'' Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing methods when the resulting reduced labor and materials waste are considered. There's less sorting and cost associated with disposing of waste because you order only what you need. Although our longer lengths help your clients get the job done faster, they 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? 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. Product Profiles, BCI® Architectural Specifications ......... 3 About Floor Performance, BCI® Residential Floor Span Tables, One Hour Floor/Ceiling Assembly ........................ 4 BCI® Floor Framing Details .......................... 5-6 BCI® Joist Hole Location & Sizing, Large Rectangular Holes ... 7 BCI® Cantilever Details, Web Stiffener Requirements ..... 8-9 BCl® Floor Load Tables ........................... 10 - 12 BCI® Roof Framing Details ........................ 13 - 14 BCI® Roof Span Tables ........................... 15 - 18 BCI® Roof Load Tables ........................... 19 - 23 BCI® Design Properties, BCI®Allowable Nail Spacing ....... 24 Boise Cascade Rimboard Products/Properties ............ 25 C7 Ceilings Framed with BCII 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. P3 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. VERSA -LAMS' Products, Specifications, Allowable Holes..... 26 VERSA -LAM® Details, Multiple Member Connectors ........ 27 VERSA -LAND Floor Load Tables (100% Load Duration) ......... 28 VERSA -LAM® Snow Roof Load Tables (115% Load Duration) ..... 29 VERSA -LAM® Non -Snow Roof Load Tables (125% Load Duration). 30 VERSA -LAM" Closest Allowable Nail Spacing ............. 31 VERSA -LAM® Design Values ........................... 31 VERSA -LAM® 1.8 2750 Columns, VERSA -STUD® 1.7 2650 .. 32 Computer Software: BC FRAMER®, BC CALC® ............ 33 Framing Connectors: Simpson, USP ................ 34 - 35 Lifetime Guarantee ........................... Back Cover Boise Caseacfe E'.t rn °ve, i G, id G,,3 417',, B—C,UQists 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 1.82750 2.03100 1 1'/' 1 — 1'/B'I e' I 1'/8 T 1 9'/i' 9'/z' 9'/z" 11'/e' 11%a' ;j: H;,Tn 3'/' 11'/s' 9'/i' , , 11'/e' , 11'/e' '/e 14" '/a 14" 3'/i a 3/i' !J, to W, 14" s/ 11'/a" /a 14" / e 14" 16" 16" i to 16 i t0 7Ya ' " 24 2" 25/16" 29/16" 25/16" 3'/z" 1'/z", 1W, 3'/z" 3'/z" to 5'/4" 1'/i' 1%4" Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/2", 5'/." BCI1 and VERSA -LAM" products shall be installed in dry -use applications only: per their respective ICC ESR evaluation reports M Scope: This work includes the complete furnishing and installation of all BCI® Joists Design: The BCI® Joists shall be sized and detailed to fit the dimensions and as shown on the drawings, herein specified loads indicated on the plans. All designs and necessary to complete the work. shall be in accordance with allowable 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. 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. t ail r 3 .,-ade'c > err S ecif G,JT . 081220 About Floor Performance Homeowner's expectations and opinions vary 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 not installed 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. THREE STAR * * * FOUR STAR * * * * CAUTION tr MINIMUM STIFFNESS CAUTIONALLOWEDBYCODE + BCI® Live Load deflection limited to L/480: The common industry and design community standard for residential Floorjoists, 33°/a stiffer - than L/360 code minimum. However, Floor performance may still bean issue in certain applications, especially with 9%' and 117/a" deep joists without a direct -attached ceiling. Live Load deflection limited to L/960+: In addition to providing a.floor that is,100% r stiffer than the three star floor. field experience has been incorporated into the values to provide;a Floor with a premium..much performance level for the more discriminating homeowner. Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads; however, there is a higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. Joist Depth Joist Series 12' 16" 19 2" 24" o C. o.c. o.c. a.c 32" o c 12" o.c. 16 19.2" 24" o.c o.c. o.c. 32' o c. 12" O.C. 16" O.C. 19.2" O.C. 24" o.c. 32" O.C. S ' ' 71j16119 18'9" 16'8" 15'-3 13'-7 11'-9"4500s1.8 5000s 1.8 17-6 a 1$-0 `'i .15-2 - 14 1 0, J 2 "5 11'-6'! 11-6 " 10-0" r 10'-0" .:. 9'-1;1" 19, d" 1T-9" 16'-4" 14'-7" 12'-5" 6000s 1.8 18=2" _t6-8' ? 15-8, 11'-0" 11-0' , 10.41110'-0" 10'-0"20'-2" 16'-5" 1T-5" 15'-9" 13'4" 6500s 1.8.;1'8-8 j 17 1'. r= 16 1 i 15-0 ti13-0' z 11'-6" 11-6=1= 10-0" j 10'-0" 10'-0" 20'-8" 18'_11" 1T_10" 16'_7" 14'-s" 4500s1. 8.3`15 5'-d 15'-6" 14 3"13-5" '12'-6"i 114" 21'-10" 18'-11" 17'-3" 15'-5" 13'-4" SOOOs 1 8 20 9 ;, j "19-0 ,' '1-T ,11" ,, -6 7' . 13 16- 14 9"' i'13'-11"` j 12'-11" 11'-9" 23'-0"' 20'=4" 18-6 16'-7" 13'-4" 6000s 1.8 21-7" } 19-0'"` i ,18 T 1 17-4 cl 14 10 " 15''". 15-4 ._,. 14' S", 13'-5" 12'-1" 23'-10',' 21'-10" 20'-0" 1T-11" 14'-10" 6500s 1.8 22 2" 20' 19 2 ;.... ,17 10 14 10, t 16'-0" 15-10" !_ 14'-11" 13-10" 1T-7" 24'-6"' 22'-5" 21'-l" 18'-10" 14'-10" 60s 2.0 23, 7, i, 21,-6" 20-4, 18 11 ':,16-4' r" 18'-0"_ {: 14'-8" 16Y ;, 15 9" y) 13'-3„ 26,-l' 23'-10" 22'-6" 21'-0" 16'-4" 90s 2.0 26 7 ; 24 3' 4 22 ,10" 21 3,. I 19 19'-0" 18 .10" "1: 1 T-8" 16'-5" 14'-10" 29'-5" 26'-10" 25'" 23'-0" 19'" 4500s 1.8 22 9 ;'20 7, i° 1;8, 9"+) 16 9 ;_),13„,11"" 1T-10"'j 16'-3" t- 15 4 14 3" 13'-0" 23'-10" 20' 7" 18'-9" 16'_9" 13'-11" 5000s 1 8 23 T ;21-T"_ { 20 2 '2 8-0 13 11 18'-° 16'-10" t" 15 a1" j 14'-9" : 13 25'-7" 22'-1" 20'-2" 18'-0" 13'-11" 6000s 1.8 24 , ai ;22-0'"° 1 2'. 19 15 45' 19'-2"- 17-6' _ -16-4 1 `15'4" 13'-1V 27'-1" 23'z11" 21'-10" 19'-0" 15'-5" 14" 65005 1 8 25 2" . i v 23'-0" 21'-0" - 20 2 : 15 5'_='. 19'-8" " 17'-11" ' ,, 16'-11" 16-8" 14'-3" " 2T-9" 25'-2" 22'-11" 20'-0" 15'-5" 60s 2.0 26 23-0 ; 21 5 " 16-4" = 20'-11" ' 19-0" ' t 1T 11" 16'-7" '' 15'-V 29'-7" 27'-0" 25'-6" 21'-t0" 16'-4" 90S 2.0 30 1" ` , 27 5 Q,l -25 10 `` 24-0 ",. ra19"" 23'-6",, : 21'-4,, " i 20'--0", 18'-6".. 16'=.9'' 33'-0"., 30'-4" 28'-T',: 26'-0" _ 19'-6" 4500s 1.8 2b 2' `;'22 0_ '; 20,1 =17 11" 14 1 °,, 19'-9" 18'-0" ` 17 0 15'-10"' 14'-1" 25'-5" 22'-0" 20'-1" 1T-11" 14'-1" 6000s 1.8 27-0 24 9 _, i 'k23-4 f :20 10 15 9 !'7f 2l'-2= 18 Z' . j 16'-11" j 15-4" ' 29'-6"- 266". 23'-4'?" 20'-10" = 16-9" 16" 6500s 1.8 2T 9" , 1_ ,25-4;:{ 23 11 ,'21 21'4"1 19-9" 184m1T-4".' 154' 39-8 26-11" 24'-6" 2l'-l" 16-9" 60s 2.0 29 7 ° 2 7-0, 25-fi .r 21 10 i16'" " 23'-2" 21 1 ' <1",19'-10" 18=5".. _ 16''4' 3247-' 29"=10" 27'-4'' 21'=10' i 16'-4" 90s 2.0 33 30" _ i28. 7,26 2'' 19 , 7' ;` 26'-0.; 23,_7, F 22 ,2" 20'-6" ' 18'-7" 36'-10" 33'-T' 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 23/321 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 - 7/8' 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. 1 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=54 IIC=68 or Add 31/2' glass fiber insulation to fire assembly: STC=55 IIC=46 or Add an additional layer of minimum %" sheathing STC=61 IIC=50 and 9Y2' glass fiber insulation to fire assembly: Doi, .gas,, 1e E 4. Jhe, G, idn 8.fG4; _`7' NOTE When installing Eloise 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. the corresponding wood treatment. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI - JOISTS VERSA -LAM® header or an BCI® header. 11h" knockout holes at FOR INSTALLATION STABILITY, i °° \ approximately 12" o.c. Temporary strut lines (1x4 min.) 8' on are pre -punched. center max. Fasten at each joist with u 2-8d nails minimum. Dimension lumber is not suitable for use as a rim board in E. BCI°" floor systems. BCI® rim joist. d y See page 6. See page 7 for allowable hole sizes and location. BOISE CASCADE® Rimboard.,y VERSA -LAM® LVL beam. See pages 6 and 25. For load bearing cantilever details, see page 9. BCII' Joists, VERSA -LAM'` and ALLJOISPI 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 EVVP Installation Guide, usual and customary building practices and standards. VERSA -LAW'. ALLJOIST'. and BCI" Joists must be wrapped, covered, and stored off of the ground on stickers at all times prior to installation. VERSA -LAM'', ALLJOIST3 and BCI" Joists are intended only for applications 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 -LAW, ALLJOIST", and BCI` Joist in accordance with the Boise Cascade EVVP Installation Guide will void the limited warranty. SAFETY WARNING PRODUCT HANDLING TO AND AT JOB SITES DO NOT ALLOW WORKERS ON BCr JOISTS UNTIL ALL HANGERS, BCI` RIM JOISTS, RIM BOARDS, BCI BLOCKING PANELS, X-BRACING AND TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. Do not stack construction materials (sheathing, drywall, etc) in the middle of BCI® Joist spans, contact Boise Cascade EWP Engineering for proper storage and shoring information. There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing BCI`d joists in the flat direction. VERSA -LAM"' is denser and due to the coating applied to the surface, can be more apt to sliding. Please consider these differences when transporting and handling engineered wood products. Boise c 3_ -Ae LF Na Ca Rir BC 8d each flange. Additional floor framing details available with BC FRAMER® software A, Dimension lumber is not suitable for use as rimboard with BCI° Joists. ber is not Blocking may be r( as rim Perpendicular to w board with BCI®Joists. consult design pror of record and/or local building official. 2x6 BOISE CASCADE® Top Flange or Face One Sd nail Rimboard ; Mount Joist Hanger each side at bearing Solid block s Nate: BCI floor all posts 4 joist must be from above designed to carry. 13/2" minimum bearing to bearing wall above when length (13/4" required for below. not stacked over 18" and deeperjoists) wall below. VERSA- MI To limit splitting flange, start nails at least 1%" r Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. 1 . For load bearing wall above stacked over wall below). BCI® bloc i Backer block 1' (minimum 12" wide). Nailwith Joist 10-10d nails. Hanger Filler block. Nail with 10 - 10d nails. Backer block required where top flange joist hanger load exceeds 250lbs. Install tight to top flange. Blocking may be 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 wall below) 2x block. Double BCI® Joist Connection Filler Block see chart below) Nailing 12" on -center Connection valid for all applications. Contact Boise Cascade EWP Engineering for specific conditions. LATERAL SUPPORT BCI® Joists shall be laterally supported at the ends with hangers, rimboard, BCI® rim joist or blocking panels. BCII blocking panels or rimboard are required at cantilever supports. Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. MINIMUM BARING LENGTH FOR BCI'" JOISTS Minimum end bearing: 1%" for all BCI®Joists. 3W 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 flange. BCI® 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI® 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI® 6500s/90s rim joist: Toe -nail top flange to rim Joist with 2-10d box nails, one each side of flange. BCI® rim joist, rim board or BCI® blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCII joist to support: 2- 8d nails, one on each side of the web, placed 11h inches minimum from the end of the BCIO Joist to limit splitting. Double. Squash Block Vertical.Ldad I Joist Spacing (inl Size 16 19.2 P 241— 2x4 i 4463 3347 2789 2231 2x6 7013 1525914383 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 closure BCI® Joist = blocking required for cantilever. For load bearing cantilever, see pages and 9. Uplift on backspan shall be considered in all cantilever designs. Sheathing toBCIOjoist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12 o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 for floor diaphragm nailing specified at closer spacingthanlRC. Maximum bracing spacing for full lateral stability® 18" for BCI® 4500s & 5000s, 24" for larger BCI joist series. 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series 64 kerBlockThicknessr Fiile4ockThick s,' 4500s or Two %" wood panels or 1. 8 wood panels 2x- 5000s 3/4" or 7/s" i Two 3/4" wood panels or 1. 8 wood panels 2x- 6000s 11/e" or two y2" 2 x_+'h6" or 1. 8 an woodpels1/2" wood panel 6500s 1%" or two s/e" 2 x + %" or 1. 8 wood panels 3/4" wood panel 60$ 2.0 1'/s" orTwo 1/z" 2 X +'/16" or wood panels 1/2" wood panel 90s 2.0 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. 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 tension tie. 2 x 6 min. rafter. Rafter shall be supported by ridge beam ar other upper bearing support 6 12 min I m BCf` Heel, t 12, depth below) JI 24" 2x blocking required at bearing (not shown for clarity). 11/3z" 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 V4" 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. c. Alternate nailing from each side and clinch. Minimum Heel Depth End Roof Pitch Wall Bearing 6% 12 7/12 SH2 9/12 10/12 12/1Y T2 x 4 43/a" 45/6" 41/." 4'/." 4'/." 4'/<„ 2 x 6 33A" 33/16" 25/6" 2'/." 29/+s" 21/." WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCI°' JOISTS FROM THE WEATHER BCI'1 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 f, kVertica CoadCapacitya plf) Dept] h' No W S i'j! Series . , 9'12" 4500s 1.8, 5000s 1.8, ' 2300 N/A 6000s 1.8 6500s 1.8' 4500s 1. 8, 5000s 1.8, 2150 N/A 117/s" 6000s 1.8 6500s 1.8 60s 2. 0, 90s 2.0 2500 N/A 4500s 1. 8, 5000s 1.8, 1 2000 N/A 14" 6000s 1.8 6500s 1.8 60s 2. 0, 90s 2.0 2400 N/A 4500s 1. 8, 6000s 1.8, 1900 2500 16" 6500s 1.8 60s 2. 0, 90s 2.0 2300 2700 1) No web stiffeners required. 2) Web stiffeners required at each end of blocking, values not applicable for rim joists. N/A: Not applicable of :C a_.,,;ade N BCI® Joists are manufactured with 1'/2" round perforated knockouts in the web at approximately 12" on center Minimum spacing - 2x greatest dimension D of largest hole (knockouts exempt) D _ I~ (see table below) ( i (see table below) i gll+t+!!!!ea!!!!!a r'J!•e•!JiNMI lsl i O Jl o'e q!e°!la+l lals+!!!!!!!!!!!e! r±°iO4+i°iq iiele!!eals e p0,lbeq d4+jl l l l dlel esaae! a!lgedee Et, L A V/2" round hole ma be 11-6— 6—•-1Noholes (except knockouts) Y allowed in bearing zones cut anywhere in the web. Do not cut holes Provide at least 3" of larger than 1'h" clearance from other holes. round in cantilevers. Iviinlmum alstance Trom support, iisiea In table below, Is requlrea Tor all noses greater inan I re 8 1 0 1 -1" 1'-5 2'-1' 2'-9" 3 1 3 5" Any.. _l._ —... -----... 1 ---___---- 9Yd' Span 12 1 0 1 2 2'-2 3'-2' 4 2" 4 8 16-2" if a.. Joist I 16 1'-0" 1 7' 12'-11" 4'-3' 5'-7" ' 6'-3" !g-11 8 1 0' 1 1 1'-5 1 -10 2 4" 2 7 12 10 3'-4 3'-9 Any 12 Span 1 0 1 4 2'-1 2'-10 3'-7" 3 11 4 3 5'-0 5'-8 Joist if16 1'-0" 1'-10" 2'-10 3'-9' 4'-9" 5 3" 1 5 9 6' 9 7'-7 20 1 1 2 3 3'-6 4 -9' S'-11" 6 7 ! 7 2 8' 5 9 6 Round Hole"Diameter In I1 2 3 4 i 5 6 6'/2 7 8 8'/a 9 10 I 11 312 13 Rectangular_Hole Side 2 3- 3 5 6 6 8. 9 In j. 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2 -1" 2'-6" 2'-10" 2'-11' 3'-4" ! 3'-8' 12 1 0 1 1 1'-3 1 10 2 6" 2 10 1 3 1 3'-9 4'-3 4 -4" 5 0 5 7" Any- 14 (Span16 1 0 1 1 1'-8 2 6' 3 4" 3 9 4 2' 5'-0 5'-8 5'-10' 6 8' 7'-5" Joist.. j 20 1 0 1 -1" 2'-1" 3'-2" 4'-2" 4'-8" ! 5 2 6'-3" 7'-2' 7'-3" 8'-4" 24 1 -0 ' 1'-4" 2'-6 3'-9' 5'-0" 64' 6 -3 ' 7'-6 8'-7 8'-9" 10'-0" i,11 2" Round Hole Diameter [in] 2 3 4 5 6 6'/2 7 8 87/a 9 10 11 12 13 Rectangular Hole Side 2 3 5 5 6 8 9 10in) .... 8 1'-0" 1 1 1'-2 ' 1'-2" 1'-3" 1'-3" 1'-3" 1'-7" 11'-11" 2'-0" 2'-5" 2'-9" 3 -2" 1 3'-7" 12 1 -0 1'-1" 1'-2 1 -2' 1 -3" 1'-6" VAT 2'-5" 2'-11" 3'-0" 3'-7" 4'-2" 4'-9" 5'4" Any 16" S[ft]n 16 1 0 1 -1 ' 1'-2 ' 1'-2" 1'-8" 2'-1" 2 6 3'-3" 3'-11 ' 4-4-4'-10" 5'-7" 6 4 7'-2" Joist 20 1 1 _0" 1'-1" i 1'-2" 1'-2" 2'A' 2'-7' . 3'-1" 4'-1" 4'-11" 5'-1" 6'-0' 7'-0" 1 8'-0" 18'-11" 24 1 1'-0" 1'-1" 1'-2" 1'-4" 2'-6" 3'-1" 3 -9" 4'-11 5' 11" 6'-1" 7'-3" 1 8'-5" 9' 7" 10' 9" ir% Df-"-1® 1^; DO NOT - cut or notch flange P DO cut in web area I as specified Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions. For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 1MV 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 Hole Size on n{ hole Chart for Joist Depth rf Joist Span --Minimum 2x diameter/ width of largest hole O Simple Span Joist V-0" 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 J hole _ See Max Hole Size on Z hole r— %Joist --a. Chart for kiss Depth i.— %Joist 1 Span San r.. ......" _, .. _.., .. .. ._ , x Multiple Span Joist U%0" Min-1—Multiple Span Joist U'-0" Min Larger holes may be possible for either Single or Multiple span joists; use BC CALC® sizing software for specific analysis. 6ai,e C a :srie iz' Eai'ern ,Specif: - G: i J e - Cr C' wD I 2 w Roof Total Load psf 35 45 _ 55Oactoc Joist Sparing inotO O N 16 119.2 24 1 16 119.2124 1 16 19.2 24 24 0 0 0 1 0! 0 X 0 X X 26-0 0 0'' 0,:0 X 0 jX rX O o X 0 X X X X X28 30 0 1 0 X 0 X X XX X 32 m0 0 T,___.__f _ X j 0 X X X I X X 0 3a o o x,% x x X X X 36< 0 'X X j-X E' X X X X 'X 38 0 ^X X I X X X XIX X 40- 0 X X X X X X j X ;cX 42 0 X X X X X X X X 24- 0; 0 0 0? 0 'oX V 01 X aX 26 o 0 0 0 0 F X 0 X X 28 0 0 1 0X X X{X. X 30 00 1 0 X I X X X_'X 0 32 0 0 X 0 X X X X .X 0 34 0 0" X' ° X X, X;- I X 7 X 36 0 0 X X! X X X X X XX38 0 -X' X. E X i °X X X 40 X X . X X X X X rn' 24 0 0 0 0 0 t 0.0- XIX 26 0 0 0 0 'r 0 r -X 0 X ,. X 28 0 10 0 0 0_i.X X_XiX 30 0 0 0 0 0 32 0=0 0 0 X X X X• X 34= 0 0 X 0 iX ,X',X X F-`X 36 38' 0 ,_ 0- 0 ,. 0 X, 0 X;X X. X--X.X X XtX X, X 40- 0 0 X I x X X X X 'X 24• 0 0 0' 0 -0 `0 0, 0'-X 26 0 0- 0 0 0. 0 0 i X :'X 0_ 0 _Lo 0 0 X X 30'' 0 .0 0 0" `0 .X. 4_ 0 X 0 32 0 i 0 0 0 I 0 X 0' X X 34, 0 0. 0 A ,X 11X X X r:X 36 0 0 X 0 X X X rX X 38 0. X i 0 I- X X, X' X X T 40`' X 0 ,`X X X X 'X 24 0 i 0 8 0 i 0,1 0 • WS 0 0 0 X 26 1 0 .. 0 .0 ;WS 0, '0 X w 28 0 0 0 0 0 I X 0 WS X N 30" 0 0 0 0` `'° 0 X' 0 -= 32 0 0 WS , 0 0 X 0 X X 0 34 0, @ „b WS 0 0 ]` X 0 XX 36 0 €' 0 WS O i WS X 0 X z:- X 38 40m 0 - 0 - 0 ' ` 0 X X... X 0 >I X : 'X- X+ X _X X X . X 42 0- 0. X 0 j: X €X X X r,X 24' 0 0 0 j 0 0 WS IWS 0 0 1 26 0 3 0 000 ' 0 0 0 1 28 0- 0 0 0 0, WS 0 0 fX m 30 0 0 WS I 0 0 .1 0 -0; X 0 32: 0 ..0 WS 0 '- 0 1 0 l ' X 0 34 0 0 WS 0 WS' _X 0 36 0 j 0. W 0 WSX 0 X X 38' 0 ' 0 WSj 0,'-rWSE X'' X X X 46-1 0 0 1 1 0 1 X X X X 24 0 0 10_, 0 0 0 0 WS 26 0 I 0 0 0 1 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 1 30 0 O O i 0 0 WS 0 O X 0 32 0 0 0 T 0,;;1 0 1 01 X 0 34 0 0 WS 0 0 -1 0 1 X D. 36 0' 0 WS i 0 0 1 0 X ';X 36` 0 0- WS 1 0 0 A 0 X `X 40 0 0 1 j 0 WS X X X X Roof Total Load sf] 35 45 55 o FJoistSpacing in o ° 16119. 2124 1 16 119.2124 1 16 119.21 24 o N24' 0 O i 0 0 0 0 0 1 26_ 0 0 €; 0 0 0 00 0 0 t;X 28 0 0 0 0 0 0 0 0' X 30 0 0 0 0 0 1 0 j 0 X 34 0 0 0 ]_0 0 X 0 i 1 X_ O 36 ` o ,o 0 0 0 X 0 X 36_ 0 i_0 0 1 0 0 X 0 1 X 0 0 1 0 ,; 0 X 0 X X 24 0 0 00 0 0 0 0 1 N' 26 0 0: 0 0 0 0'-=0 0 I.1 28 0 0 0(110-000 0 X N'- 32 O i 0 0 1 i X 77 34 0 0 0 1X 36 0' '0 WS •38 0 E 0 1 i( 1! X 40X, X 24 0 0 0 0 0 0 0 t 0 0 28 0 .0 0 0 0 0 0, 0 0 N 30.,0 t.0..:0_ 0 Ir0_ 0 0-) 0;`•,0 32- 0 0 0 0 ,! 0 0 0 0 f- 0 34 0 .0 0 0 !.0 0 0 0 1 36r 0` 0 0 0 0 0 0`3o 3'8 0' 0 0 0; 0 0, 0 0 1 g. 24' 00 0 1 0 0 0 O 0 !WS rt 26> 0 I .0 0 0 = 0 WS 0 0 = WS 28 0 0 0 0 0 WS-0 0' 1- 30 0 0 0 _ 0 WS WS X M 32 0 0 1" 0 0 l 0 WS 0 0 INS X 0 34 01 0 WS 0. 0 1 6 i WS E X a 36 0 0 WS 0 0 X 38 0, 0 WS 0 WS X0 i X X 40 0 0. WS i 0 IWS X WS , X t X 42 t.-- 0 0 WS 0 i WS X WST X X 24„ 0' 0 0 o 0 WS 0 1 0 -WS 26 0•€ 0 0 o 0 WS1 0 S a A.w 28 = 0 0 0 0= 0 WS 0 1 WS 1 o^- Nre6 o 30 32 32 0 0 00 WS 0 0 W8+0 € 0 WS WS 0 IWS` 1 0^ WS' 2_ 10 34' 0 0 WS! 0 dws 1 0 WS'`X r. 36 0 0 WS. 0 IWS 1 0 LWSi X 38° 0 0 WSO IWS 1 "{{W S 1 X 40 0 , 0 WS; 0 WS 2 iWS 1 . X ti 24r' 0 0 ._ 0 0 0 0 0z, 0 WS x 26 0 1O O i 0 t 0 0 0 1-o ' WS 30 0 E 0 0 1,0 0 WS 0 WS O 01 ao34 0 32 0 0 0 0' 0 1 0 0 j 01 0 WS WS 0 WS 1 0 WS 1 mF 36 0 0 WS! 0 0 JWS 0 lWS1 1 38 0 po WS 0' 0 1 0 1 1 22 40 0 `0 WS, 0 WS! 1 0 1 2 3 t y 24,; 0 ._ .0. 0' 0 0 0 0 0 WS 26 0' 0 0 i 0 o o 0 0 WS 26. 0 P O 0 0 0 WS 0' o WS 0 30 0 0 000WS01a32 0 D 0 i 0 0 WS 0 WS . 1 34 0' 0 0} 0 0 WS 0 IWS 2 0 'WS 36 0 0 WSI00WS238: 0 k-0 Wsl 0 0' 0 1 "2 40 0' 0 WS 0 WS, 1 0, 1 2 1. Cut 48" long reinforcers to match the joist depth. Use min. 23/32" plywood/OSB-rated sheathing, exposure 1, 48/ 24 span rated. The face grain must be horizontal (measure the 48" dimension along the long edge of the panel). 2. Fasten the reinforcer to the joist flanges with 8d nails at 6" o.c. When reinforcing both sides, stagger the nails to limit splitting the joist flanges. 3. Attach web stiffeners per intermediate Web Stiffener Nailing Schedule on page 9. 4. Use the BC CALC® software to analyze conditions that are not covered by this table. It may be possible to exceed the limitations of this table by analyzing a specific application with BC CALC® software. Roof Total Load [psf 35 45 55 a Mc_ F-c Joist Spacing in o `° O` n 16 19.2 24 16 119.2124 1 16 19.2 24 24 0 k 0 0! 0 0 0 0, 0' WS 26 . 0 0 0 0 0 0 0 0, WS 28 0 0 0 0 0 0 0 0. WS 30_ 0 t0 0 0 0 WS i 0 0 1 sN 32,- 0.. 0 . f _' 0 0 _ 0_. "WSJ-0 '0 titer 34 0 _0 0 0 0 WS 0 0 1 36 0 0 0 ' 0 0 WSa'0 WS '2 38 0 0 emu_ 0 0 0 1 0 WS.. X 40 t 0 -0 WS 0 0 1 0" ' 1 , =X 24 0 0 0 I 0 0 I-0 0 1 o 0 26, 0 0 0 o f 28 0- 0 0 oo00o-... 30 0 0 0 0 , 0 0 0 0 N rn, 32 34 36 0 1 0 0 0 0 •0 0 0 0 0 0 0 _0 0 0 0 0 0! WS On 0 0 0 j 0, 0 "i 38 0 0 0' 0 0 00 0 r 0 1 '1 401 0 0 0. p ; n 1 n 0 i 0 1- 24 0 0 0 0 0 0 0 0 WS 26 28 0 I 0 0 0 0 0 0 WS ; 0 0 WS 0 0 0] WS ! 0 0 WS 30 0 1 0 0 1 0 0 1WS1 0 32 o o a( 0 o'WS, ws 1- 0 34 0 1 0 WS , 0 i 0 1 WS ; 0 WS X v° 36 01 0 WS 0, 0WS, 0 WS 'X 38 0 t o WS 3 0- WSJ 1 0? WS X 40 0 0 WS0 WS t 1 WS WS X 42 0; 0 WS O i WS) X i WS 1 X 24 0 0 0 0 0 0 0 0 0 W 26 0 0 0 0 0 0 0 0 WS 1WS1 S 00, 28 30r000 0! 0 0 _ 0 0 WS 0 0 0 WS, 0 0 WS 0 32 0J 0 0 i 0 0 WS! 0 WS WS 0 34 0{ 0 0 0 0 WS 0 WS 1 36 0 0 WS 0 OWS 0 WS 1 38 0 0 WS 0 0 WS i 0 WS 2 40 0 i 0 WS. 0 .WS[WS1 0 IWS: 2 24 0+0' 0' 0 0 0 1 0' 0 WS 26 0 0 0 0 0 0 0 0 WS 28 6 i 0 0 0 0 !WS! 0] 0 30 0 0 WS 0 0 0 WS! 0 0 WS 0 0 32 0, 0 0 0 0 WSj 0 [WS! 1 34' 0:"0 0 0 0 ;WS 0 IWS : 1 36 0 O WSWS 0 WS! 0 WS 2 38 0 0 JWS 0 WS 0 0 WS 0 WS 2 40 O I 0 0 ' WSWS 0 iWSi 2 24 0 0 0:0 0111 0iWS 26 0 0 1.f0' 0 0 0 0 0 1 0 ` 0 WS 28 0 0 0 0 0 0 0 0 WS 0 N_ 30 0 0 . 0 I 0 0 I WS 0 0 WS I i ..-" 6 32 0 t o 10 0 o f WSTO 0 WS__ co 34 0 I 0! 0 0 0 i WS ! 0, WS WS 36 0 0 0 0 0 IYVS 0 WS 1 38' 0 0 1 0 0 0 WS, 0 WS` '1 40 0 0 WS 0 0 WS 0 WS 1 24 0 0 0 0 0- 0 0 , 0-0 26 0 0 0 0 0 0 0 0 0 R 28 30 0 0 0 ]' 0 0 0 0 0 0 0 0 0 0 0 0 00 I 0 0 N32 0 0 0; 0 0 0 j 0 0 0 C>" 34 0" j'0 0' 0 0 0 0 0 IWS 36 0 0 0 0 0 j 0 0 0 WS 38: 0 0 0 0 01 0' 0 1 0 1 40 0 1 0 0 0 0 0 :. 0 0 1 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing Casrad..Ef:' -, :.,i1 vie&<af.. _ aide 1_5 PLYWOOD / OSB REINFORCEMENT th if Required per Table on page 8) 23/32" min, plywood/OSB 23/32" Min. x 48" long plywood / OSB or rimboard closure. Nail rated sheathing must match the full with Bid nail into each flange. depth of the BCI® Joist. Nail to the 2'-6" BCI® Joist with 8d nails at 6" o.c. and nail with 4-8d nails into backer block. structural Panel When reinforcing both sides, stagger reinforcement nails to limit splitting. Install with horizontal face grain. T-0" The tables on page 8 assume a wall weight of 100 plf, in addition to the roof loading shown. Applications with 1 d' t d th 1 d h The tables and details on pages 8 and 9 indicate the oa Ing a excee s e oa s sown type of reinforcements, if any, that are required for load- shall be analyzed with BC CALC 2'-01% bearing cantilevers up to a maximum length of 2'-0". software. Cantilevers longer than 2'-0" cannot be reinforced. These requirements assume a \ However, longer cantilevers with lower loads 100 PLF wall load. Additional support may be allowable without reinforcement. Analyze may be required for other loadings, specific applications with the BC CALV software. see BC CALC® software. BCI® Joist blocking required for cantilever block Uplift on back span shall be considered in all cantilever designs BCl ' Joists are intended only for applications that Fasten the 2x8 minimum to the BCI® Joist by nailing through the backer block and provide permanent protection from the weather. joist web with 2 rows of 10d nails at 6" on center. Use 16d nails with BCI® 90s 2.0 joists. Clinch all nails. BCI® Joist blocking Wood backer block WoodStructural2x Closure Panel Closure See page 6 of Eastern 2x8 minimum I \ Specifier Guide ` BCI Joist f I L_ I "Drywall Ceiling or Back Span Maximum Wood StructuralPanel Soffit3 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. See Web Stiffener SmallGap Nailing min 2" maxim Schedule Web chart2" min.Width t-1, Stiffener 4" max Gap Clinch Nails2" min 4" max Tight Fit Web Stiffenerrequired when concentrated load exceeds 1000lbs Web stiffeners applied to both sides of theloist.veb 11 BCIJoistSeries Lateral Restraint in anger. Minimum For. Structural 46pacity- Min. Thick) 4500s 1.8 n' ; =, ° a" 2s/16" 5000s 1.8 V 2s/16' 6000518 a", Ye" 2s/16" 6500s 1.8 4" 3; 1': or 1Y." 2s/16' 60s2. 0 1/. Y. 2'116' 90s 2.0 2x4 lumber (vertical) NOTES Web stiffeners are optional except as noted below. Web stiffeners are always required in hangers that do not extend up to support the top flange of the BCI° Joist. Web stiffeners may be required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturer' s installation requirements. Web stiffeners are always required in certain roof applications. See Roof Framing Details on page 14. Web stiffeners are always required under concentrated loads that exceed 1000 pounds. Install the web stiffeners snug to the top flange in this situation. Follow the nailing schedule for intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber 8CI1190s only). For Structural Capacity: Web stiffeners needed to increase the BCIe Joist's reaction capacity at a specific bearing location. Lateral Restraint in Hanger: Web stiffeners. required when hanger does not laterally support the top flange (e.g., adjustable height hangers). Web stiffeners may be of multiple thickness e. g., BCI° 6500s, double %2" panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALC° software. blocking A. Section View Minimum 11h Times Cantilever Length Back Span Maximum j 3 Back Span not to exceed 4'- 0" BCI® Joist Bearing Location End intermediate - JoistSeriesDepth9'/ z' 2-8d j 2-8d 113/ e, 14 -- 2- 8d 2- 8d 3- 8d - 5- 8d --- 4500s 1.8 16" 2-8d 6-8d 9'/ z Ji 2-8d 2 8d 5000s. 1.8 lrin ., 1, 1 2-8d, 3 8d _ 1' 4_) 2-8d` 5-8d . 9'/ 2' 2-8d j 2-8d 6000s 1.8 11Y81, 2-8d i 3-8d 14" 2-8d 5-8d. 16" 2-8d 6-8d 9'/ z 2-8d 2 8d 6500s 1:8 11'/a 2-8d 3-,8d 14 2-8d_ I 8d 1 6 2-8d:-- 5 11% 11 2-8d 3-8d 14" 2-8d 5-8d 60s2.0 16" 2-8d 6 8d 90s ' 2.0 11'/ s 14 3 16d 5 ` 16d 3 16d 5 16d 16' 671.6d 1=" 6-16d Oise cac,tacl ter, _ate ernb, ate' =,1 Z;Oe • Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI® 4500s 1.8 Series 13/" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9Y2" BCI® 4500s 1.8 11'/8' BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9 %", BCI® 5000s 1:8 11'/8' BCI® 5000s 1.8 14" 13011 5000s 1.8 Span Length Live Load Total Load Live Total Load Load Live ;Total Load Load Live Total Load I Load Live Load Total, Load Live Load Total Load Live Load Total ,l Loath 6 280 300 313 316 280 _ 300 313,I 7 240 257 268 271 240 - 257 268 8 210 225 235 j 237 210 225 235-, 9 186 200 208 211 lW'_' 200 10 147 168 180 188 190 163 168,.E 180 188 11 12 113 89 152 131 163 144 150 170 156 172 158 126 99 152 140, 163 150 170 156 13 71 111 115 1 138 144 i 146 19 128:", 129 138 144 4 14 57 96 94 123 134 135 e64 111 105 128 134"C 15 47 1 83 77 107 112 125 126 53 96: 86 120 16 64 94 93 112 118 44 85 72 108 104 117 17 54 83 79 1 99 105 111 61 96 88 110 18 46 74 67 88 89 i 100 51 86 75 z101 19 57 79 76 90 44 77 64 91 20 E 49 71 66 81 55 82 , 21 43 65 57 74 48 , o.-74., 22 50 I 67 42 68 23 44 61 24 i 25 i Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable Uniform Floor Load in pounds per lineal foot [PLF]) gem BCI® 6000s 1.8 Series BGIO"65:0"O's'l.''8'` Series,, 2 5 /16' 'Flange Width 29/16" Flanao, Width 91/2" BC116000s 1.8 117/118 BC116000s 1.8 1411 BC1116000s 1.8 1611 BCI® 6000s 1.8 911/2111 BCI"6 , 500s 1.8 1 M, BCI® 6500s 1.8 BCI® 006s`3,1 1.8 1611 BCI® 6500s 1.8 Span Length Live I Total Load Load Live Load Total Load Live Load Total Load Live Load Total Load Live -1, Idad'i,'Loacl, Total Live Load Total Load Live, Total, Load Load -'Load Live Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297- 302 8 240 250 260 265 240.E 250 260,' 265 9 T213 222 231 235 213 222 231 235 10 183 192 200 208 212 92 200 208 212 11 141 1 174 181 189 192 153,- 174 181 f 189 192 12 112 1 160 166 173 176 121 160 166 17,3 176_' 13 89 147 144 153 160 163 97 147 153 160 163 14 73 1 129 117 142 148 151 791," 137 129 142 148 151 15 60 1 112 97 133 138 141 106 j 133 38 141 16 50 1 98 81 125 117 130 132 541, 1 -109: 12T 130, 132 17 42 84 68 112 99, 122 124 46 75 117 07 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 104 111 20 43 81 62 96 83 106 47 89 104"'- 90 106 21 i54 87 72 99 41 81 5,9,1 96P- 78 100,, 10022 47 79 63 90 5 7 699 6 23 42 72 56 83 45, 80-, 60 92 24 49 76 il A & 74," 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Boise 4as. ade EiIVO . _-atem Spet i'-, G-Ide - 08IT14:20' Span 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Allowable Uniform Floor Load in pounds per lineal foot [PLF]) BCI° 60s 2.0 Series 25/16" Flange Width 11'/8' 14" 16" 11 BCI® 60s 2.0 BCl0 6Os 2.0 BCl0 6Os 2.0 BCI® Live Load 155 128 107 90 77 66 57 50 43 Total Load 366 314 275 244 220 200 183 169 157 146 137 129 122 115 110 100 87 Live Load 110 95 82 72 63 55 49 43 Total Load 366 314 275 244 220 200 183 169 157 146 137 129 122 115 110 104 100 95 91 87 Live Load 109 95 84 74 65 58 52 47 42 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 CALL® software if the length of any span is less than half the length of an adjacent span. BCI®90s 2 0 Series 3'/2'Flange Width 14„ 16„ 2.0 BCI® 90s 2.0 BCI® 90s 20 Total Live Total , Live Load Load ] 'Load "' Load 366- 314- 275 337 244 300 220 270 200 245 ---- 183 225 169- 157 192 146 180- 137 152 `_ 6 129 129 158 , 122 110 150 115 95 - 142 134 7-7 110 83 135 117 104 72 128 102 100 63;122, 90 799556 '112 91 499 70 88 - 44 J88 63 84 56 81 J ; 50 78 45 i 41 Total Live Total Load Load Load 453 456 388 391 340 342_ 302--- 304 - 272 274' 247 i` 249 226_.. 228 209 210` 194 f 195-- 170 171 160 1,61. I —_ 151 152' i 144 143 136 T' ' 137. 129 130. . 123 119 118 105 119 113 94 114 108 83`' 109 104 75 105 ; 100 67 101, 91 97 _... 82 55 J r 94 rY 50r, 91 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 CALL® software. Boi>a Cascade F - _amF„n Specifier. G ide • CV04120'6 FOR INSTALLATION STABILITY, Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten at each joist with two 8d nails minimum. I R02 I Blocking not shown 1 for clarity. M SAFETY WARNING Blocking or other lateral support required at end supports. Ashen installing Boise Cascade EWP products ,Mth treated wood, use only connectors/ fasteners that are approved for use with the corresponding wood treatment. BCI® Rafter Header Multiple BCI® Rafters may be required. DO NOT ALLOW WORKERS ON BCI' JOISTS UNTIL ALL HANGERS, BCI" SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS; RIM BOARDS, BCi'' BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 1x4 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI® Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI® Joists at the end of the bay. All hangers, BCI® rim joists, rim boards, BCI® blocking panels, and x-bracing must be completely installed and properly nailed as each BCI® Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI® Joists are set. Nail the strut lines to the sheathed area. or braced end wall. and to each BCI® Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI® Joists to within '/2 inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCI11 Ceiling Joist with Bevel End Cut (For Limited -Access Attics Only) BCJ" 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° 5000s) Minimum Heel Depth See table at right) 12 ^' 9°F",1N/e or34 Min. 04-1 gCl°45003[5006s/6006s/f rri';'Ceri,ngJoist;@24 oc.,Maxir 3% Minimum Bearing 2x4 Wall) Each End Roof Rafter Ceiling Loads: Live Load = 10 psf Dead Load = 7 psf Zt b.2x Blocking Maximums,Span,Lengths-Wittfdut;RoofLoads i 9%" BCI® 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0" ll%" BCI®4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI® 4500s 1.8 / 500(s 1.8 16000S 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 & 3 at right) Minimum Heel Depths Joist End Wall -. 2;z'6 9Y2' 21Yd' 1,/1, 11'/d' 3Y" 2%" 14" 4Y:" 31/z' Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI® ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI® top flange with 1 - 10d (Y long) box or larger nail. 6) 1x4 nailers must be continuous and nailed to a braced end wall. 7) Install a web filler on each side of BCI® Joist at beveled ends. Nail roof rafter to BCI® Joist per building code requirements for ceiling joist to roof rafter connection. Boise Cas,,,.ade E ' Eastern St,..cr -;de - (d C . Li?15 Additional roof framing details available with BC FRAMER® software t 2x beveled plate for slope r Rimboard / VERSA -LAM® blocking. V" t greater than 1I4/12 Ventilation cut: 3 of length,'/2 of depth Rimboard/ VERSA -LAM' blocking. Ventilation "V" cut: 3 of length, 1/2 of depth 2x4 blocking Tight fit Flange of BCI® Joists may for soffit for lateral be birdsmouth cut only at support. i 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 flange must bear fully oni late, web stiffenerpbeusedinlieuofbeveledplateforslopesfromthelowendofthejoistBirdsmouthcutBCI®Joist 2'-6" max required each side. 3/12 to 12/12. flange must bear fully on plate, web stiffener required each side. Bottom flange shall be fully supported. t ; 1 Simpson or USP LSTA24 strap, nailing per r , Simpson or USP LSTA24 strap where slope lOd nails 2x4 one side for 135 PLF max. governing building code. exceeds 7 12 straps maybe required for lower at 6" o.c. 2x6 one side for 240 PLF max. BCI® blockingil)• slopes in high -wind areas g per governingNailing VERSA -LAM® LVL Holes cut building code. support beam. for ventilation. VERSA -LAM® s`. LVL support beam.` Backer block. Thickness per corresponding BCI® series. 2x block BCI® blocking Holes cut ouble-beveled Beveled web stiffener 4'-0" horiz. for ventilation. wood plate. on each side. Blocking on both sides of ridge may be required for 2'-6" horiz. shear transfer per design professional of record. Simpson LSSUI or USP TMU hanger. Double joist may be Backer block L required when L exceeds minimum 12" wide). Z( 2'-O';„ rafter spacing. Joist 4• Nailwith10-lOdnails. Blocking as required. Hanger Nail A outrigger I=, through BCI® web. DO NOT bevel -cut joist 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 lateral support for BCI" Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCI JOISTS Minimum end bearing: 1Y2" forall 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" joist: Rims or closure panel 13/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. BCI" 4500s/5000s rim joist: 2-10d box nails, one each in the top and bottom flange. BCI" 6000s/60s rim joist: 2-16d box nails, one each in the top and bottom flange. BCI" 6500s/90s rim joist: Toe -nail top flange to rim joist with 2-10d box nails, one each side of flange. BCI" rim joist, rim board or BCI" blocking panel to support: Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI" joist to support: 2-8d nails, one on each side of the web, placed 1'/2 inches minimum from the end of the BCI" Joist to limit splitting. Sheathing to BCI®joist: Prescriptive residential floor sheathing nailing requires 8d common nails @ 6" o.c. on edges and @ 12" o.c. in the field (IRC Table R602.3(1)). See closest allowable nail spacing limits on page 24 forfloor diaphragm nailing specified at closer spacing than IRC. Maximum nail spacingfor 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 Serves ac err i _ Filler Block Thickness = 4500s 1.8 w%" ora4" Two %" wood panels or 2 x_ 5000s 1.8 Wo3/41' o or" wood anels Two 3/4" wood panels or 2 x 6000s 1.8 1'/a" or two %" wood aneIs 2x_ +'/,5" or yz" wood panel 6500s1.8 13/e"or two 5/8" wood panels 2x_+5/8"or3/4"wood panel 60s 2.0 1'/s" ortwo'/2" wood anels 2 x_+'/,6" or K" wood panel 90s2.0 2x lumber Double 2x 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 IV2 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 may be birdsmouth cut only at the low end support. BCI" Joists with birdsmouth cuts may cantilever up to 2'-6" past the low end support. The bottom flange must sit fully on the support and may not overhang the inside face of the support. High end supports and intermediate supports may not be birdsmouth cut. Boise Cascade E'."4 Eastei i Sped' er G,;AF • 08104r20' 5 Maximum clear span in feet and inches, based on horizontal spans. r w.. 0 0 a r s BCI® 4500s Series- ` BCI® 5000s 1 8!Senes1.8 13/4<" Flange Width 2, Flange Widths 9Yz' 11'/a' 14" 16" 91/2" 11%' 14'. 13CI114500s 1.8 BCI® 4500s 1.8 BCI® 4500s 1.8 BCI® 4500s 1.8 BCI® 5000s 1'8 BCI® 5000s 1.8 BCI® 5000s 1.8 Live Dead 4/12 .4/12 8/12 4/12 4/12 1 8/12 1 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 1 4/12 1 8/12 4/12 4/12 1.8/12 Load Load or to to or to E to I or to to or to to112/12 or to to 112/12 or to to or, .. to 1,8/12psf] [psf] Less 8/12 112/12 Less: 8/12 02/12; Less', 8/12 112/12 Less 8/12 Less 8/12 Less 8/12 12/12 Less ,1'-2112 Non- 20 ( 10 23-10 22.6" 20 10 28'-5 269" 2 10" 32'-3 30'5" 28 "' 35 9 33-8" 31'-3' 4 10' 23`-5 21 9" 29 7 EU 11 25 11' 33 8 131 9 129' 5" Snow 20 15 122-7' 21'-3" 19 , 2n-11 25-3" 23-4' 30'- 28 9" 26-c 33 6' 31-10 29'-4" 23 6 22'-1 20 5" 28 0 26'-42 41 10;29 11 2T-7" 125° l° 20 .20 21'-7",°20'-2' 18'-7". 25'8 24-0':' 22-1' 29'-2' 27 4" 25-1" 31 4" 33 3'' 27 10' 22..5°`,21' 0 19=4' 26 9 25'-0 23'-'0'! 30-5":i 28'-5, 26'-2" 25 ' 10 22`-8" 21'-5" 19'-11" 26'-11" 25-6"' 23'-8" 30'-2" ! 29'-0'` 26'-11" 32'-3" 31'=T' 29'-10'' 23'-7" 22' 4" 20'-9" 28'-1" 26'-7"' 24'-9" 31'-11" 30' 2" 28' 1" 25 15 21'-7" 20'-4" 18 10" 25'-9 24'-2" 22 5' 28'-2 27'-5" 25-6" 30 1 29 4" 28'-3" 22-6" 21'-2' 19'-7" 6 10;25'-3' 23' 4" 30'-3" 28 8' 26'-7" 30 10 21'-8" 20'-6'' 19-1 26-9 24'-5" 22-9' 28'-3! 27'-9"` 25'=11" 30-2' 29'-T 28'-8" 22-7" 21'-4' 19'-11' 6-1V.25'-5' 23'-9' 30', 4" 28 11 °27'4' O.C. Snow 30 15 20 9'. 19 7 18 2 24'-5 23-4 21-8 26`=7 25 111 24 T 28 5 27 9" 26 10 21 7 g 20'-5 18 11 25 9 24' 4 i 22 7'. 28 6" 27 8 25 8". 115° l0, K 40 ; 1'i0 19 8' x 18,11" 17 10 230-2 22-0 =21 3, 25`324,11,= 24 2 27-0„ 26 8" 20 6 19' 8 18 7 r24 5 23`-5 22 -Z' 27r 625' 2" 40 15 19 5'"I 18 4' 17 1 22 1 21 8 '20 4 24=1 23 7 22 11" 25 8 25 2' 24-0 20 2 1E 9-1 17 10' 23 8 j22=9 50 10 18 3", 17 G 16 7 21=2 20 10 19 9 23=1 22 10r 22 5 24 8 24 4a 24-0 19 0 18-3 E17 3 21 i22 8 a21-99 ,20 7 4 10 24 6 23=5". l " 50 ,,; 15'u";1711' 17 4a1;16 3"` 20' 4 a20, 0 1'19a22;-2, 21;9„j._ 21 3'. 23, 8g r23 3u22 9 19 0' 18'a' 11.1'' 0 r22'=a10' Non- 20 1 10 21'J' 20'-5" 16-11" 25'-9" 24'-3" 22'-T 29'-3 27'-7" 25'-7" 31-5 30-7" 28-4" 22 6"121'-3"J19'-8"26'-10'125'-4" 23'-6" 30'-6" 28 9 1`26'-8" Snow 20 15 20'-0" 19'-3" 17'4' 24'-4" 22-11" 21'-1" 27'-2' ,-26'-0" 24' 0" 29'-T 23.2" 26-7" 21'4' 20'-0" 18'-6" 25'-5"'23'-10'j-22'-0'' 8'-11' 27 1 26-0" 125° l° 20 20 19'$" 1$` 3" 16' 10" 23' 3" 21' 9" 20' 0'' 25' 4" _ 24' 5" 22' 9" 2T 1' 26`-2" 24'-11' 20' 4";19' 0" IT-fi" 24 3.j.,22', '120'-10:'2T=2" 25'-10"=23'-9'' 25 ` 10' 20'-0'' : 1'9'-5" 18-1 24'-0 23'-1' 21`" 26'-1' 26-7" 24'-5" 27'-11' 27'-4" 26'-T 21'-4"' 20'-2" 18'-10' 25'-6"' 24'-1 ' 22'-5" 28'-1" 27'-4" 25'-6" 25 15 19'-7" 18'-5" 1T-1" 22' 4" 21' 9" 20'" 24' 23' 9" 22' 11" 26'-0" 25' 4" 24'-5" 20' 5" 19' 2" 1T-9" 24'-0"i22'-10" 21'-2" 26'-2" 25'-6" 24'-1" 16" O. C. 30 _ 10 . 19'-T"` .16-7" 17'-4" 22'-5. 22'-0" 20 -7" N" 5 ` 24'-0" 23'-5" 26 1" 26,4' 26-0" 2T-5" 19'-4" 18'-1'' 24 4' 23'-1'' j 21'-6'' 26'-3" 125 -9" I'24'-5" Snow 115° lfl 30 115 40 ` 10 *' 18' 77I 17 9' 17 8''1 17 1 r 16- 0 x 16 2 21 1 20 . 1 20- 7" } 19 7 , 19 919 3 { 23'- 022 5 21':10121 7. 21 9 ` 21 1 247 23 4 24- 0" i 23 -0 ` r 23'3' 22 7 19 7 18 7 18', 6 17 10 17 2' 16 10 22 8"'27- 0 20 5' 21 7 21 "- 3 L02 1 24 8" 24 1 23 3" 23 6',' 23 2 22'-8" 40 15 16 10± 16 6 15 6 19 .1 18 -8 J 2 20 10 r 20 F 19 10 22 3 21 10 21 3 18 1 1 T 4 16 1 ' 20 0 19 3 ; 22 50 10 + 16- 2_ 15 10 r15-0.08 4 18 1 1 17 9 a 19 11 19 9 19 5 e21 4 21 1 20 9 16 6 15 8 19 8 ' 19r5 4 18 8 3 21 5 21 2 20 10' 5„0r" 1' S 1:7'„7,17'-3" 5 2Q„5E 20-1?,'-,,19 BG 17 2 1fi 8, 415` 4" 18 10s18I1,8,,1.`, 20 2 19'M;; i;15615,3,=;+14,8 161019'-2, 118010''18 16 7'k120 Non- Snow 20 10 20 15 204" 192" 19'- 3" 18- 1" 1, 9 16 8 24'- 2 22'- 9 22 10" 21 2 21.6" 19 10 26'10 25- 11" 24'-9 24- 0" 241" 22 7" 28 8 25 5 28 0" 25- 8' 20' 8' 24' 8" 21 2 20 0 19'- 11 18 118'-10117 fi"' 25 4" 2 23'- 9 22 1_ 3 10 22'- 5 20 8'` 28 8"j27 0 25`-1" 26 T 25 6 23-6" o 125io 20— 20__ 20 20 18'-4" ` 17-2" 15 9" 21'-2' 20'-5". 18'-9" 23'=," 22'-4" 21'-31" 24-8 23'-10 22'-9' 19 1;' 17'-10;16'-5" 22 9 1.2,1:-4 ;19-7" 4'-10'j23 11"22'-3" 25 10 19 3'' 18 3" 17 -0 21-10 21 5' -20 2 23'-10 - 23 4" 22 8" 25 6 24 11' 24'-3' 20 1 19'-0 IT -El" 23 6 22'-7 ' 21 1" 25 7" 25 1 23'-11' 25 15 18 - 0" 17 4" 16 -0 20 -5 19 10' 19 1 22'-3 ' 21'-8" 20 10" 23 9 23 1" 22 4' 19 2 18'-0 16 8 ' 21 11 21'-4 19 11' 3 10' 123 3 22 -5" 19.2" O. C. 30 10 18 0''_, 17 5" 16 3 20'75 20 1" f 19 5 22-3 21 .11" 21-4" 23' 10 23,5'' 22 10' 19 2" 18' 2 16 11' 22 0 21'-7 120 2" 3 11"+23 6 22'-11' Snow 115°lq 30 t 15 i 40 10 16 11' 16 7 16 2" 15 11 15.6 1: 5 2 19' 3 18 - 3 t 18 9 18 2 16-0 17 8 = 20 11T20 5' 19'-11 19 8, i. 19 10 19 3 22 5 21 4 21 10 a21- 0' 21 2' 02 7 1' 83 1'7 4 17 4 16 9 16 1 15 10 20 8 , 20; 2 { 19 2" 19 8 19' 4 E18 10' 22 6 ; 22 0 § 21 3" 21 W 40 t 15 15 4', 15-0..14-0 17t5 t17 1 16 7 16-0,Y16182 18'-11 18 7 18 1 20 3 19 10. 19 4 16 6 16 2 15 2 t 18 8 18A. 17 10: u 20 4 20 0 19'5'q 50 ; 10 14146 141 168 18-0::1T8,195 193'1811:1`510156148,1711179E175'197[19-4,190! 3 10 Jry ' 7 1641 15 9"; 15 17"=5y, 17,,16 18 9, 18 5 18yA'`j 6E Nan- Snow20 10 20 - 15 16- 10' i'- 9' 17'-10' 16'- 9" 16-6' 15- 5' 22'- 0 20'- 3' 21- 1' :19 r" 19'-8'' 18'- 4" 24`-0 ' 23'- 5" 22- ' 21'-5' 224' 29-T 25 T 23'- 8" 25- 0' 22'- 11" 24'- 3' 22'- 0" 19 7 1` 8'-6" 18 6 17'- 5" 17 2`'23 16'-.1" 4 22'=0 ' 20 5"I 1'-10'120- 9 25 9' j25 0?23' 3`' 23'4 23 1"V21'-9" o—-- 125l0 20 2025 10 25 15 16' 8" 15'- 11" 17 3" 16, 10' 16 1" 15 7" 14'-7" 15 9 14 10 18'- 11' 19'- 0 18'- 2 18'- 3" 17'- 5" 19 2" 18 7 17 9 17 1 20'-8" 19'- 11" 21'-3 20- 10" 19' 10 19' 4" 19'-0" 20 3" 18 8" 22'- 1" 22 9 21 3 21'- 3" 22 3" 1 20 8" 20'-4' 21- 8" 19 11' 17= 8"' 18 6 17 3 16'- 7 1T- 7 16'- 8 15'- 3" 16 4' 15 5" 19'- 2" 20- 4" s" 19`-8" i 18'-2'" 21 0' 20' 7 19 6" 19 7 ,19'- 1 18 4" E 22'-2" 21- 5" • 20'-5',' 2 10" 22 5 21' 9" 9" 21 4", 20 9 20'-0" O.C. 30 i,`10 16-1" 5 10" 15 1 18'_3 17 11 '17-6 19'-11 f 19 7- 19 1' 21 3 20-11' 20 5' 17-4" 16'-10 1578" 19 7'119 3 f 18 9" 21 5' 21 0 20 6" Snow 30 15 15 2" : 14 9' 14 4 1T-2 16 9 P16 3 18'<9 18 3'. 17 8 20-0 19 6'` 18 11 16 3 15'-11 14 11' 18 5 ,18'-0 f 17 5" 20 1" 19 8 ' 19 0" 115°l0; 40 55 14 4 2 13 11 16 4 16 1 15 9 17-10 1Z 9; 1815' 1'5 6 y 15';3 i 14 7 17 7 1T ,16 11;; 19 2 18 10 18 6'6 117 40 1" 5138` 135 931 15$ 153 1410 t 16'11 167' 164 181 17-4 179: 17 173 149 142E1311137 14-5 140' 168+164i1511'18 a 210174" 50 1: 0` 1313-0 129 1411,149 14-0 163 161`159 21610 160115=10157''175 172°167" 12',=7112-0.=12 14 1116- 2'15 1;16 16", j 16;0' 15 3 1'3 6.f14 3 13 01rAc4s14'-11 5' i14'-3Table values are limitedby shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope ropf joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise C _ =de E4 _ps w , Sf) edfle, DOTS Maximum clear span in feet and inches, based on horizontal spans. ir gmg iw I Emce - BCI® 6000s 1.8 geries 5/16" Flange Width 91/2.' 11 yell 14" 16" BC11 6000s 1.8 BCI® 6000s 1.8 BCIO 6000s 1.8 BCI® 6000s 1.8 . .. ...... . Live Dead 4/12 4/12 8/12 4/1 4/12 8/12 i 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or to or to to or to to psfl [psfl Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 20 10 26'-0" 24'-6" 1 22'-T 30'-11" 9'-2" 27'-0" 35'-2" 33'-2'l 30'-9" 38'-10" 34'-0 Snow 20 15 4ll2.-r 23-1- 21'- ll 29'-Y 7'-6" 254" 33'-3" 31'-3l' 28'-10" 36-9" 34'-6" 31'-10" 125% — 20 20 23'-6" 224" 20'-2" 27'- 11 161-11, 24'-0" 31'-9" 29'-9" 2T-4" 35'-1' 32'- 10" 30'-2" 25 10 24'-8" 23'4" 21'-8" 29'4" 27'-9" 26-10" 33'4" 31'-6" 29-4 36-10" 34'-10" 32'-5'* 25 15 23'-6" 22'-2" I 20'-6" 28'-0" 26'4" 24'-5" 31'-10" 29'-11" 2T-9" 34'- 11 33'-1" 30'-8" 12' O.C. 30 10 23-7 224" 20 10" 28'-O'l 26-7" 24'-9" 31'-11" 30'-2" 28-2" 35'-1" 33'-5" 31' 2" SnOwL 30 15 115% j,467 10 22'-7" 214" 19,791, 77_' 5" 2611 25-4", 23-,6" 30"-7'-" 28'-10",, 1 26-9"_ 33'-0" 31'-11" 29'-7" Y21 _, O' 25A 2T-97 27l--' 7"'1"' :25, Z' 29' -iO" --"29l-37',,-T-,- 27' '10", 50A 10 F1 lg"--,, 181- 1A 1l, - 23'J"., 22'4' 2_t- 254','q ; 2 -61" 428' 7:1"'' 1- 6'---11""' AT `8 T 24" 22 S" IN 50_ir' j5g,,,; Non- 20 10 23'-6" 22'-2" W-T 28'-0" 26-5l' 24'-T 31'-10" 30'-0" 27'-10" 35!-2" 33'-2" 30AT Snow; 20 15 22'-3" 20 11 19'-4-1 26'-6" 24'-11" 231-0" 30'-2" 28'4" 26'-2'l 33'-C Yl-411 28'-11" 125% 20 20 21'-Y 19'-11" 18'-4" 25-3 23'-8" 211-9" 28'-9" 26AV 24'-9'l 29'-9" 27'-5'l 25 10 22'-4" 21 '-1 19'-B" 26'-T 25' 1" 23'-5" 30'-3" 28-T 26'-7" 32'-5" 31 'J" 29-5 25 15 214" 20A 18'-7" 25'4" 23'-10" 22--1 28'-3" 27-2" 25l-2" 30'-3 29'-5" 27 '-9" 16" 1 30 10 21-4" 20'-3" 18'-10" 25'-5" 24'-T! 22'-5" - 284" 274" 25-6" 304 29'-9'.' 28-3 Snow. 30, 15 T 7427'-10", 20'-6" 19' -1 T-11"_ 24-4" 23'-0"- , 21,-4, 26'-8" 26'-0" 24-Y 28'-6" 26-10"_ 115% AT,_ 40 15 R' IY 7 18' 1":-,16!10l' 2' 7 21 2 V1 l" 23'-V 2. 1 T- 11011' 25 26' t 50 10,,3 18`0" 174' ""16l4 ivi'4 O'_ 19 'I 2T-4-" 22'-',l il'-- 22'- Ar- A_ A- 17rl 71,41 23 9 T.4" " 'J",'22' 1 0"' 5015T- 74 J_ A Non- i 20 10 22A 20'-10" 19'4" 26'-Y I 24'-10" 23'-0!' 29-11" 28'-Y 26'-2" 33'-V 31'-2" 28'-11" Snowl 20 15 20'-11" 19'-8" 18'-2" 24'-1111 23'-5" 2 1'-T 2814'! 26'-7" 24 -T 30'-8" 29'-5" 27'-2" 20 20 19'-11" 18'-8" 17'-2" 2T-9" 22'-3" 20'-5" 26-10" 264" 23'-3" 28'-8l, 2T-8" 25-9'l 25 10 21'-0" 19'-10" 118'- 24--11 23W 22-0" 27'-8" 26'-10", 25-10" 29'-T 28'-11" 27-8 25 15 20'-0" 18'-10" IT-F 23—'-8" Y2 -5- iO -9—' 25'-9" 25--l" 23 W" 27W 1 26' 10" 25' -11" 19.2" O.C. 30 10 20A" 17l=9 23-9!' 22'-T 21 A 25-10" 25'-5" 24'-0" 27'-8" 27-2" 26'-6" Snow 30 15 19'4' 18!-2" 16-10" 224" 21'-T 20'-0" 24'4" 23'-9" 22'-10" 2T-O 25' -511. 24' -T 115% 4*i,,: 1,6 401:, "1 I' O"'l, 15 10 1 20lo; l 0" 18' 10 t 22'-O'V' 21 ,21 C:22'A''l 50-p 10 4 1 9`2 18 2 2 0— 5 15," 1-164 150 16A 8' 7'!, T7 1' 0' 9, 1191 Y 20!l Non- 20 10 20'-6" 19'-4" 1T.11" 24l-4" 23'-0" 21'-4" 27'-9" 26-2" 24'-3" 29'-9" 28'-11 26'-10" Snow 20 15 194" 18'-2" 16'-10" 23'-011 21 l-8" 20'-0" 25-8" 24'-8!' 22'-9" 27'-5" 26-7' 25'-2!' 125% 20 20 18'-6" 17'-3'l 15,-1 22'-0" 20'-7" 18l-11" 2T-11" 2T-V 211-7! 25'-7" 24'-9" 2T-T 25 10 19l- 5" l 184" 17-1 22'-8" 21'-10" 20'4" 24'-8" 24'-2" 23'-2" 26'-5" 25 10" 25-2 25 15 18'- 6" 17'-5" 16'-2" 21'-2" 20'-T 19'-Y 23'-0" 22'-5" 21'-8" 24'-8" 244" 23'-2" 24" O.C. 30 10 IT- T 17"J" 1 16'-5" 21'-2" 20'40" 19'=6' 2T-1" 22'-8" 22'-2" 24'-9"- 24'-3" 23'-8" Snow 30 15 L 17"J" 16'- 9" 16-7 191-111, 191-6" 18'-T 21'-9' 21'-3" 20'-6'! 23'-3" 22'-8" 21'-11" 115%1 4 10 16`2" 19'm 18 Z'ip, 20'-8 2 01U'Nr 94 15, 172' 41! 8- AL 21 0 01 19' l 6-Y V."' 6 - 1 u f- "19t, 1, -5, 9" 50 i15 9-11 - 1 S.2 67'z_;17 7 5 4774 IT -616 16 Boise Cascade EVV'' _ ,_ e€€ Spedf'ar G, idp - IM04120 I t' Maximum clear span in feet and inches, based on horizontal spans. r ' 0 B0I®6500s 1 8 Series s Flange Wldth 9'/," B. 6CI'6 6500s '/a' 1.8 r` `' 11BCI® 500s 1.8 = 14"130®.6500s f:8` '" ' 16" BCI® 6500s 1.8_ Live Dead 4/12 4/12 8/12 r " 4/12 4/12 8/12.: 4/12 ') 4/12 8/12 - 4/12 4/12 8/12 Load Load or i; to j to or to i to or ( to i to or to to psf] 1psf] Less , -;; 8/12 .L . 12/12_ Less 8/12 I 12/12 Less _; (, 8/12 ,.,12/12, Less 8/12 12/12 Non 20 ;10 26'-10" 25'-3" 23'-6" 31'-10" 30' 0" ` '27'-10" 36' 2" j 34'-1" 31'-8" 40'-0" 37'-8" ! 35'-0" Snowi 20 ! 15 25'-5" it 23'-10" 22'-0" 30'-2" 28'-4" 26'-1" 34'-3" 1 32'-2" 29'-8" 37'-10" ! 35-7" 32'-10" 125% 20 20 24'-3" 22'-8" 20'-10" 28'-9" 26'-11" 24'-9" 32'-8" 30'-7" 28' 2" 36'-1" 33' 10" I 31'-1" 25 10 25-5 24'-1" I 22'-5" 30'-3" 28'-7" 26'-7" 34'-4" j 32'-6" 30'-3" 3T 11 35' 10" 33'-5" 25 15 24'-3 22'-10" It 21'-2" 28'-10" 27'-2" 25'-1" 32'-9" 30'-10" 28'-7" 36v 4 1" 31'-7" 12" 30 10 24'-4" 23'-0" 21'-6" : ` 28'-11" 27'-4" ". 25 -6"" 32'-10" 31'-1" _ 29'-0" 36 -3 ' 34'-4" 32`-1 O. C. Snow " 30 15 23 4 22 0 20 5 27 8 26 -2 24 3 31 6 29 9 ' 27 7 34' 8 32 10" 30 6 ' . 115% 22 =2 i 2.1 3 20 OBE = 26 4 ,' 25 3 2310 29 1111288 . 27 „1 33,' 0 31 8 29 11 40 1 5 21 9 20 7 19 3 25 11 24=6 22 1029 5 i 27 10', 25 1.1 3 530 9 28 8' 0 8 T 29 2 50220y6 ?, t9 23'=4 :22 2_ 27 26 .7•" x25.2 3;0-2 4 10" j"' b50r tis 15, , 20'=6 £ili, 19 , 6 '.. 18 3 24 4,;-_ i 23.=2 v,; 21 8 • ° 27 -0 26 ,<4,': 24'-8, T 28'Y 11 . " 28 -5.' 27 ; 3'' Non- 20 10 24'422'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" I 31'-9" Snow, 20 15 23'-0 21'-7" ' 19'-11" 27'-4" 25'-8" ` 23'-8" 31'-1" 29'-2" 26'-11" 34'-4" ! 32'-3" j 29'-9" 125% 20 1 20 21'-11" 20'-6" 18'-11" 26'-1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 = -10 23'-1" 21'-10" 20'-4" 27'-5" 26-11' 24'-1" 31'-2" - 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 22'-0" 20'-8" ( 19'-2" 26'-1" j 24'-7" 22 -9" 29 -8" 27 11" ' 25'-11" 31'-10 30' 11" 28 -7" 16" 30 i` 1'0 • 22'-0" t' 20-10" 19'-6"-,' 26'-2" 24'-9" 23-1" 29'-9"" , .28'-2" 26' 4" 31'-11" 31'-2" 29'=1" " O.C. Snow 15 21 -1 19 11 ( 18 6 25 1 23 -8 22 0 28 1 26 11 ' 25'-0 30 0 29 4 ' 27 7 30 115% '40x 10 20 2 23 10 22 10 21 7 26 9 26 0q 24 6 7 771 28 7 2- 8 2 -- 27 1 40 19- z 18 8 17 5 23 4 : 222 20 8 25 5 24 11 23 6 27 2 26 8 j 25 11 i:50 s 10 18-6 17 9 11 22 1 21-2 20 1 24 5 24 1 22 10 26' 1 25 9 25 3 ' 25,0 j ;24,7, 24 0".' 50 S , u,18'-6.17 8, x =16 ,6 21 ,5` ,i 21'-0 9 •8. 22 ;4, Non-' 20 10 22'-10 21'-6' ( 20 0" 27'-1" 25 -7' _ 3 9 30 10 ' 29 -1" 27 -0 34 0" 32 1 ...... 29 10 Snow 20 15 20 21'- 7 20 3 ' 18 9 25 8" 8" L2 24 -1" 23 29 2 27 5' 25'-4 32 3 30 3 ; 27 11 ' 125°!° 20 20' 7" j 19 3 ' 17 -9" 24 -6" 22'-11" j 21 -1" 27 -10" , 26' 1" 24 -0" 30 2 ' 28 9" 26 -6" 25 10 21'- 8 ( 20 6" 19-1" 25 9" 24'-4" 22 8 29'-1" 27'-8" 25'-9 31 1 30'-6" ( 28 5' 25 15 18 20'-8 195 ' 0" 246" 25 23'-1 1 2272263 ' 24 -4 29 0 28 3 19.2" i— - 30 10 20.-8 19 7 1 18 3 -. 24 7 =' 23'-3 21 9 27 3 26 6_ 24 -8 29_1 28 7 27 4 ' Snowl 30 15 19 10 18 9 } 17 5 23 6' 22'-3 j 20 8 25 7 25 0" 23 6 27 5 26 9 25 11 18 10 ' 18 1 17 1 22 4 21=5 20 3 24 4 24 0 23 0 26 1 25 8 25 2 40 15 18 =6 ak 17 6" 16 4 21 33 20 10 9 5 ' 23 '2 ? 2 9 ', g22 1 24"9 24 4 b 2' 23 8 'Y x;50 10 17: 5 l 16,'-,8 15 10 20 5 l 19.:10 18 10 23 6 23 1 T 50 , 45 17 = 3 _ I<<,16 7 15' 6', _ 19 7. - 19'-3 18 20'-,6 20 1.0 Nan - - 21'-1 1911 18 6" 25 1 ' 23'-8 22 0". 28 6 ' 26 11 " 25 -0 31 4 29 9 i 27 7 ' Snow; 20 15 20,- 0 18 9 17 4" 23 9" 22'-4 j 20 7" 1 27 0' 25 5" 23-5 28' 11 L 28 0 25 11" 125%"-20 20 19'- 1" 1 17-10" j 16'-5" 22'-8" 21'-3" t 19'-6" 25'-3" 24'-2" 22'-2" 26'-11" I 26'-0" 25 10 i 25 15 20'- 0' 18 11 j 17 8" 19'-1 18 0 16 8 23 10' 22 3" 22-6 21 0 21 -5 19 10 26 0 25 6" 23'-10 24 3 23 7 ' 22'-6 27'-10 27 3' i 26 4 25' 11 25 3 I 24 4 O.C. 30 10 19-2 18 2" -16 11 ' "` 22 4'` 21'-720 1 24 4" 23-11'22=11 26" 0 <'25 7 24 11'- Snow! 30 l 15 115% . 40 10 18'- 4 17 4 j 16 1 17 16 8 ' 15 9 21 0' 20 0' 20 6 19 1 19 18 9 22 10 ) 22 4 21 7 21 9-21 521 0 24 5 23 11 23 1 23 3 22 11 22 3 i 5 t ;8 t f, 15' 116; 9 16 2 '15 1 19 0 18 7 18 0 20 8r # 20 4 :a 19 <3 21 7 20 9^+ 19 8" EMd40 LL50 10 16` 1 15 5 14 8 18 3 18 0 17 5 19s 61 018 5 19"-10 19 5 j 18 9_ V, 50 1`5., z 15 =5=5 , 15 2zia 14 4 17 3" 16 ;8 _ ," 1'5 11 17 ,,11 ,;, 17,.,4 ,; 16 -6 z18 3, 17 -8" " j 16;10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Slope roof joists at least 1/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. 8oise C i .atle E+ stern SpecIfiN G_de • C 0=;2_) 16 Maximum clear span in feet and inches, based on horizontal spans. R 091 _gI i I 0, 0- BCI® 60s 2.0 Series 9 0 s 2.0 Senes 25/ 16" Flange Width an, th 11 BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11Ys" BCI® Os 14" C 0 90is __ 16" BiCV1190s 2.0 Live Dead 4/12 1 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/ 12 4/12 C11 2 8/12 4/12 4/12 8/12 Load Load oil to to 01 to to or to to or to to to-, or to to r orto to psf] [ psf] Less 1 8/12 112/12 Less 8112 112/12 Less 8/12 12/12, Less 8/12 1 12112Less 8/12 12/12 L s Lesses8/12 12/12, Non-! 20 10 34A 32'-2" 29'-10" 38'-9" 36'-7" 33'-11" 42'-11" 40'-6" 37'-7" 39'-0`36'-10" 34'-2" 44L -Y41'-9" 38'-9" 49A" 46'-Y 42A V Snow 20 15 32'-4" 30'-4" Y-O" 36'-9" 34'-6" 31'-10" 40'-8" 38'-Y 35-Y 37'-0" 34'-9" 32'-1" 1 41'-11" 39'4" 36'-4' 46'-51" 43 -T 40'-3" 125% 20 20 MAO" 28'-10" 26'-6" 35--l" 32'-M W -2'!,38'-10" 45-Y 36'' 33'-5" 33 . T-09' 30'-4" 39'-11" 37'-5" 34'-5" 44'-Y 4V-5" 38'-1 25 10 32'-5" 30W" 28'-6" 36'-10`34'-10" 32'-5" 40A0" 38'-7" 36-11 37-1 35'-0" 32'-7" 42'-0" 39'-8" 36'-11" 46'-6" 44'-0"Ii40'-11" 25 15 30--11"129--1" 26'-11" 35--2" 33'-1" 30'-7" 38'-11" 36'-8 33'-11" 364" 3T-3" 30'-10" 40'-1 37-9" 34'-11 44'-4" 41 9") 38,4, 12" 30 10 31'-0" 29'-4" 2T-4" 35'_-Y 33'-4" 31'-1" 39'- 0" 36AI 34 - 5' 35-5" 3 T-T' 31'-4" 40'-2" 0" 38'-0" 135' 6' 35'-6' 44' -6" 42"A" 39'-4" O.C. Snow. 30 15 29'-8" 28'-0" 26'-0" 33'-19" 31'-10" 29'-T 3T-5"- 35 '-Y 32'-9" 47 32--l- i4 --0- T 29'-9" 38'-6" 36'-4" 3T-9"_ 4,2'-8" 40'-Y 37'-4" 1,15% , 40i,,, 1 Q 24'7T,!'2T- 3Z j" X0 IZ91011'11, 3"' 8 -101",36 -8, 40"",_ 'l 5 26-4-"24'-V: IV-`7 A' 29'74T 2T-2i'V 3*4f," 331!4' 30 10"' 36 ' '0" 3 4' 3i'794'3'9!'-10 l,3t",-,g!-!-35' 2" 5 10 26'-,V 23A" 28'-6"- 27'4' 32 '_-I 41 1 1 V-6" 11 2§,"1 ':29-10`i,28'-8 21`4-7 33'40" 37', 6'-', iO7: - 40"1 6" 35--1- -34'-Z!- 5 15 2471V 2 9 8' r2 8 3 2 5',', 3 2 1A J 12 !T` 29%;1 0_!!j 261'-,T 01 Z-'Y W!A"` 37, 116" P, -33`5" Non- 20 10 30'-11" 291-2" 2T-V 35-2" 33'-2" 30'4' 38'-11" 36'-9" X-I" 354" 3T-4" 31'-0" 40'-1' 3T-10" W-l" 44'-5" 41'-11"138,-11" Snow! 20 15 29'-3" 27'-6" 25-51' 33'-4" 31'-3" 28'-10" 36'-11" 34'-8" 32'-0" 3T-6". 31'-6" 29'-1".3T-11" 35'-8",32'-111 42'-0" 39'-6!" 36'-6" 125%." 20 20 27'-11" 26'-2" 24'-1" 31'-9" 29'-9" 2T-4" 351-2" 321-11" 30'41 311-11".291-11" 2T-6" 36'-2" 33'-11" 31'-2" 40A " 3T-7" T 34*- 2510 29'-4" 27'-9" 26-10" 33'-5" 31'-7" 29'-5" 3T-0" 34A1" 32'-7" 3T-7" 31'-9" 29'-7" 38'-1" j 36'-0" 33'-6" 42'-2" 39'-10"3T-1" 25 15 28'-0" 26-4- N 5 31 10 30 0 27'-9" 35-3' 33'-2" 30A" 32'-0" 30'-2" 27'-11" X-Y 34-2 31A" 40'-2" 37-5'-1" 16" O. C. 1 30 10 28'-V 26'-7" 24'-10" 3 VAI " 30'-Y 28'-2" 35'4", 33'-6" 31'-Y 32A" .,,30'-F' 28'4 36'-4" 34'-5" 32'-2" 40'-Y 38'-2" 1 35-8" Snow 30 15 26'-11 " 25-5" 23'-7" 30'-7" 28A0' HAT 33'-111',' 32'-0" 29'-8" 30'-9" 29'-0" 2T-0" 34'-10" 32A 1 " 30W" 38'-7" 36-75-1-133'-10" 115 / 40' 15 25-6 5'- 24- 6_ 13" 23V 29401 277 413T 2`30 10'129 0' Z' 2T1VI V ` 26 27, 2 26- 4 3 0l, 32- 7 41 50746" 30 0"„ 36 835 6;,` 2j33 , 11 4 ,- TO, 10 2X- 7 22" 2Vni 26-9",` t 4 wV`, 29 8'-T 2, 40'-7 9_ 29 -_5 27A4' b3'- T32'-j-'i'3bAV 5 23'-T' 2 2 6 'I 21 2 6!_tl bi 5. 2 5, 2TTAV!l, 2 2, 7,! 8 165' 2,7-',0',, 5 3 T-'I 1 1'-'07_,_F 2 0 30'-7 9,!,2:" 27,,-,, Non-' 20 1 10 29A" 27'-5" 25'-5" 1 3T-O" 31'- 2" 28'-11" W-7 34'-6" 32'-0" 3T-3", 31'-4" 29A " 3T-8' 35'-6" 33'-0" 41'-8'! 39'-4!'l 36'- r Snow 20 15 27'-6" 25' 10' 0" 23'-10" 311-:31, 29'-5" 2T-1 34'-8" 32'-T 30'-l' 31-5", 29'-7" 2T-Y 35'-8" 3T-6" 30!-1 V 39'-6" 37-1 34'-Y 125% 20 20 26'- T- 3' T4 -722!-7 29'-10" 2T-11" 255-8" 33-0 30!-11" 28'-6" 30'-0"1 28'-V 25'-10" 34'41 31AT 29'-Y 3T-8" 35'-Y 32'-5" 25 10 27'-. 77" 1 24'-Y 31'-4" 29'-8" 27'-7" 34'-9" 32'-10" 30'-7" 3V-6":29'-10" 27'-9" 35'-9" 33AT 31'-6" 39'-7" 37'-5" 34'-11 25 15 26'- Y 24'4', 1 J.. 22AV 29'-11" 28'-2" 26-l" 3T-V, 31'-2" I __ MAI" 30A". 28'- 4" 26'-Y 34'-l' 32-1 29 -9" 3T-9' 35-T 32A 1 i 19.2" 3010 26'-4" 25'41' 23'-4" 30'-0" 28'-5" 26'-6" 33'-2,' 31'75" 29- 4" 30' -1," 2EF-F 26- " 34'-2" A" 32'- 30'-2" 3T-16' 36-10"1: 33 -6" O.C. Snow aO1525'- 3" 23'-10" 22'-2.. 28--g" 27A" 26-2" 31'-10" 30'-0" 2T-1V28A0'%I2T-Y 25'-4" 32'-9" 30'-11" 28'78", 36'-3 3 31'-10" 115% 40,e,j 10,' 21 9' V 3"!, 26'-2',, 24'4' 30'- 70 F! r26'4 0! 31 `T 4 26' -,'fb!I 26- 1b 25-'15" 23!V'I l'A"T', 7" 0' 25'T" 4 6 1,j 50 10 22'Z - 21'- T-' i-20 '31 1 7 '-2'!. 4-51- 4 28' ILL? 27"T' L- 26' 2" 71t 30!429'41 50,_- 15, 1 ZZ,72 21'-_2" A 9,,9'!, 23'V 23. 0 1-7 V, j 23, 2341 Z-1 4," 22- 2 8E,!, 5 2 5'-,T7'i 27%5" 20 10 Non- `20 26AV 25'-5" 23-7" 30'-7" 28' 10" 26' 10" 33A 1 32'-1 32'-0" 29'- 8" 30'- 9" 29'-0" 2T-O" 34'-10" 32-11" 30W" 38'-T 36'-5"i331_101I Snow! 20 15 25-6" 231-11" 2241 28'-11' 25 2" 27A 0" 2T-4" 29A 27' 4" F 3T-O' 31'-0" 28'4 ' 36 -7 !, 34 4', 31, 91, 125%' 20 20 24'-Y 22'-9" 20' -11" 2T-71 23'-10' 30'-7" 28'-8" 26'-4" 27-91' 26'-0!' 2T-11"11 31'-5" 29'-6" 2T-1 " 34'-10" 32'-8" 30A" 25 10 25-15" 24'- 2" 22'-6" 29'-0' 9 27'-6" 264" 32'-2" 30'-5" 28'4" 29'-2" 27-7' 25-9" 3T-V 31'-4 29' -2" 3 6 -8 8 34' 32'-4" 25 1524'-4" 22'- 11" 21'-Y 27 27'-8" 26A" 24'-2" 30-4- 28'-11" 26'-9" 27AT26'-Y 24-4- 31'-6" 29-4, 27.-6" 34AV 32AVI, '30'-6" 24" O.C. 1 30 10 24'- 5" 231- 1" 21'-7" 2T-9" 26'-Y 24'-6" 30'-9!' 29'-V 27'-2"- 27'-11'%-26'-F 24'-8" 3V-7" 29!-11" 28'-0" 35'-0" 33.2" '31'-0" Snow' 30 15 23'-4" 22A" 20'-6" 26'-7" 26-1" 23'-4" 27-4- 26'-V 2475" 26'-9" 25'-Y 5 2T-5" 30'-3" 28'- 7" 26'-7" 33'-7" 3V-8"129'-5" 115%1 4'Of 'i 10 22'-2'! 21'-T' 20'-I 2 24'9'1!, 24'-V_" 22',- 1,0" 24,, 24! T- V!, 4, t,,24'4" 23:'- 28'% 78 26,, 1 3,0',11 3 28'-10" F,46:,,_15)' 2V-O 0'! 2._Q,'6" A!`,,V- 19;! 8 I 9 3' 8 9 J, 8!79' 22! 2 2O!A", 0', 12 5, f 4" _e: V 20'- V- 21`'67 20!-' 2" IT-,6' VL23'-T', 231'7-5-[22,!-, 6' 22 -' T 21`--5_!': r4 4- 25 ! y' 50- 15 IT-O" -1 18' J 7 6' 11 -- 19, 191mo18. 4', T7. 6" 234" i22' 4 26-11 424A,I Z-2-,- V, 21, 78 78 11 Bf)is- Casc;ada EV-v_ Ea,.e.m Sped, e! G, ide - 03041201 -, Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 3'h" per foot or less. For steeper slopes, see pages 15-18. BCI® 4500S 1.8-Series 13/4"FlangeVlfldth 9'/2' BCI14500s 1.8 11'/8" BCI® 4500s 1.8 14" BCI®4500s 1.8 16" BC I®4500s 1.8 Total Load I Deflect.' Total Load Deflect. Total Load Deflect: Total Load Deflect. Non I Non k Non Non Span Snow -I Snow ( ` Snow Snow Snovv ( Snow. Snow Snow Length 115%J, 125%L/240;' 115% 125% L/240 1150 ."t 125%i"L/240' 115% 125% L/240 6 315.343, j - 338 367 - 353' 383' 356 387 7 270 1 294 - 289 315 302° 329 305 332 8°' 236.` `257 l`- 253 275 - 2641 287 267 290 I. 210 228_ 225 245 2351, 255 237 2589 _ j -- 211 21410189. 205..E . - 202 220 - --- i 230 232 11 f; 172 "I ,187 l F3 184 200 - 192' 209 194 211 12 147,__ 160 1 ` 169 183 j - 176'; 191` 1. 178 193 13 125,; 136 Ir 156 169 162 ' 177 164 179- 14;' 108 . ; ° 118 k -107 ,' 139 i - - 151 ! - 151.' : 164 152 166 15 94 102 `' 88 121 131 - 141 j 142_ 155 16 8390- 73 . 106 115 - 153 126 137 133 415 17 73 61 °, 94, 1021 125 136 18 65 f'; 67_--- 51 84 91_ 1 113 123 19 58 tn 58 I 44 75 82 ' 20 68 63 - 7480 I , r° 87 92 100 21 43 43 33 :,_ 61 67 54 73>79 83 90 22 i - 56 61 ' 47 66 72 . , 76 82 23 Ir. 51 54 42 61" i 66 69 , 75 24 47 48 37 56 ~ ° h 60 54 64 69 25l 43 43 1 32 51 j 56 48 59 64 26 11.. 47 ; 51 42 54 59 27 T._ 44 _ 48 38, 50 54 28 Al-_' f . 44„ 34 . ; 47 51 46 29 43 47 41 30 40 44--37 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least Y4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Eloise Cascade EYVw' . '_as em Specif:=,' G ide • Q8'04 20'' S Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 31/2" per foot or less For steeper slopes, see pages 15-18. BCIO 5000s 1.8 Series 2 ange-Width.,,.,:, 91/2 BCI® 5000s 1.8 11 W BCI® 5000s 1.8 14' BCI® 5boos 1.8- Total Load i Deflect. Total Load Deflect. Total Load Deflect.— Span Snow Non -Snow Snow Non -Snow Snow 1 Non -Snow Length 1-15%) 1250/6)-, U240, - 115%) 125%) L/240 12115%)-': 5 61.) V240 6 315 343 338 367 353 383 7 270 294 C 289 315 302 2 8 236' 2 253 275 T- i64' 287:" 9 210 228 225 245 235 255, 10 189 205-- 202 220 211 23-0111 172 187' 7 184 200 7 7192 20' 12 157 171-- 169 183 176 191 13 145 158,, I 156 169 162 14 125 136 1 20 144 157 151 164, 15 118 98 135 147 141 15' 16 104-, 81, 122 133 132 7 17 85 89 = 68'-: 108 118 136 1 18 6' 58 96 105 114 124 19 65 65, - 4,' 9 87 94 82 103 ''i i 20 56 56 42, 78 85 71 93 ibi 21 48 48 37, 71 77 61 84 91' 22 42 4Z-`' 32_ 64 70 54 76 H'- 23 59 62 47 70, 76 '68 24 54 54 41 64 -6o7b' 25 48 48 37 7 54 26 43 43 33 55 59 T48 27 51, 5, 3 28 1 47 m50,-'' Boise Cascade EVVEezmern SDechar. L He - 08;04120'D 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. BCI® 6O'OOs 1.8-Series- 25/16'' Flange Width, 9'/" BCI® 6000s 1.8 l l%" BCI06000s 1.8 14" BCI® 6000s 1.8 - 16" BCI® 6000s 1.8 Total Load '_ s Deflect:e Total Load Deflect. Total Load _ Deflect. ` Total Load Deflect. I Non- Non- j Non- Non Span Snov i:=- Snow i Snow Snow Snow1 Snow ?ti Snow Snow Length 115% _ 1` 125% i' i°L%240 : ; 115% 125% L/240 . 115% 125% ;' L/240 115% 125% L/240 6 360 392 1' - 375 408 396 424 398 432 - 7 309 ' ; 336 i `. 322 350 - 334 _ 364 . l 341 371 8 270 , 294 281 306 318 298 324 9 240 _ -261 . .; 250 i272 - 260 283 - 265 288 10 ILL 216` 1 235 1 225 4245 234 254 1. 238 259 - 1 204 -- ' 222 I - 2,1°3 231-. 217 236 - 180 196 ti 20412118950'- 199 216187 I . '------ 166= 180 18813 - 219126- - 183 199173 145 16114 r— 175 2 170 18535 15 126 ,' 1 I13711 150 163 - - 15& i 169 1- 1597316 111 121 I3, 92 140 153 - - 146 159€ 149 162 -r 17 98 , iI I =78 _, 126 137 137 149 - i7 140 152 -- --- 18 101 86 -- 86 66 _ 112 122 108 130 1 141 132 144 - 19-101 110 92 120130 125 136 20 63 °. I63- I„ 48 91 99 1 80 108 117 119 129 21 55 55 42 83 90 69 98 107 112 122 - 22 48 48 .,36 75 79 60 89 ' 97 88 102 111 - f- 42 _ 93 101 24 I 61 61 47 75 81 8 86 93 25 54 ` 8232 54 4261 79 86 26 1' 49 49 - 1 37 64; = j 69 j 54 .. 73 79 - 27 I 1, 43. i 43 33 59F 63 48 67 73 65 28 63 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values ( Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span I oists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for'joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise C. a . ide PAIP.as>.ar, SF .rife : ;::ids . UlfG4120 15 Allowable Uniform Roof Load in pounds per lineal foot [PLF]) Use of these tables should be limited to roof slopes of 31/" per foot or less. For steeper slopes, see pages 15-18. BCI° 6500s 1.8 Series 29 s "Flange Width 9'/2" BCI® 6500s 1.8 11'/8" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load Deflect. Total Load I Deflect. Total Load Deflect. Non- Non- Non- Non - Span Snow Snow Snow Snow now Snow Snow Snow Length 115% 125% L/240 115% 125% L/240 115% 125% L/240 115% 125% L/240 6 360 392 375 408 _ - _ 390 424 - 398 432 - 7 309 336 322 350 r - 334 i 364 I - 341 371 - 8 270 294 281 306 - 293 318 - 298 L 324 - 9 240 261 250 272 - 260 1 283 - 265 288 - 10 216 235 - 225 _ 245 I - 234 _I 254 -- 238 259 - 11 196 213 204 222 213 231 217 236 - 12 180 196 187 204 ? - 195 212 i - 199 216 - 13 166 180 173 188 i - 180 196 --- 183 199 - 14 154 168 147 161 175 - 167 11882 170 185 - 15 140 152 121 150 163_ 156 j __ 159-__173- 16 123 132 101 140 153-= 169_ 146 I 159 -_ 149 162 - 17 109 1 111 85 132 144 - 137 149 - 140 152 - 18 94 94 72 125 135 __118 130 141 132 144 - 19 80 80 61 112 12201 123 134- 125 136 - 20 69 69 53 101 110 87 117 127 - 119 i 129 - 21 60 60 46 91 99 76 108 11-8 - 113 123 - 22 52 52 40 83 87 66 99 107 I 96 108 1 118 - 23 46 46 35 76 ( 58 90 98 84 103 112 - 24 41 41. 31 76 67 67 _1 __ 51-..-.-..__ 83 1 25 60 60 j 76 83 ; 66 87 95_ - 26 -- 53-- 45 53 40 71 i 81 88 79 --- 27 --- 47 47 36 j _77 __59 65 r' 69 53 75 81 71- - 28 43 43 32 61 62 47 69 76 63 29 56 - 56 _-L-- _43 _ 65 70 57 r - - - 30 j 51 -51 39 60 66 52 31 46 1 46 _' 35_ 57 62 47 32 I 42 7 42 32 53 56 43 33 1 50 L 51 39 34 a : 47 47 36 35 43 43 33 Boise C as;.ade EVv' - Hus-em Specaer G ide • 081104120 Allowable Uniform Roof Load pounds per •• ' Use of these tables should be limited to roof slopes of 31/2" per foot or less For steeper slopes, see pages 15-18. BCI° 60s 2.0 Series BCI090sa2.0 Series . 25/16" Flange Width` 3'%2' ;Flange Width b 11%" BCI® 6.Os 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/d'. BCI®.90s 2.0 14" BCI® 90s2.0 16" BCI® 90s 2.0 4 Non i Non- I Non- Non Non- j'Non' Span Snow Snow Snow Snow Snow I Snow 1 Snow , Snow, , '- ,. Snow Snow Snow I Snow . << Length o" o ,, o o o o o ., o . t.,C6 o 0 0/a t, 250' 6 413 449 ; 413: 449 413 449 507 551i: .- 510 555 7 354 . 385: 354 ` 385 354 385' 434 , 6 472 ='- 437 476 - 441. 479 I - 8 309 336_ 309 336 309 336 413, , 383 ! 416 1_ 3385 ' . 419 - 9 275 299 275 299 275 299 ` 338 t` 367_ 370 343 372 10 247 269 247 269 24Z 269 304 330_— 340 306 333 308 335 11 225 245 225. 245 = 225 245 276' 300" 278 302 _ - 4 _ _ - 280 206 224 2 224 206 22 57279 I12 213 100 207 190 207 190 207 234 1,254 235 256 237 258 s - 14 1,77.. 192 j177192 177 192t 217 236. .;.. 218 238 - 220 239 15 165 179 165 179 1.65 179 202 ` 220 204 i 222 205 .223 16 154 168'154 168'- 154' 168' 190 206 191 208 192 '209 17 145 158 145: 158 145 158 178 L 194 v 180 ' 196 - 181 197 -, 18 137 °- 149 i137 14:9. 137`149 169ti .` 183:` 170 1185 - 171 186 - 19 130 r123 141 123 130 141 130 141. 160;- 174t , 161 175 166 162 F 176 - 20 21 918 . 134' 121 1 06 92I 123 118. ` 134 ,, 128 123 118 , 134 128 . 152 i' _ 65 144 ' 157, 134 153 ( 145 158 154 167 - 147 81 122 112 122 150 11 139 152 I22 23 93 . 93 71 5107 117 103 107 117. ` k; : 132 136 ;:; 01 4 ; 133 j 144 I 134 145 24 82 82 ' 63 103 112 91 103 112 I - . 92 i— - - - 127138 f 128 139 , = 25 73 . li` 73 56:';99°. 106 81°99 107= 107 107.:.`' 82' 122 1 133 117 4.123,a1 26 65 65 50 94 72, 103 96 73r; 117 128 104 118 . 129 I - 27 58 58 44 85 94_ 85 65 95 9. 1':" 9.9 T 87 96. , 86 " 86 65, 113 ! 123 '', 94 114 ' :124 p - z. 28 52 52 40 76 Z6 58 , 88" 96 78, : 77 - 77 759 109 ! 110 84 110 119 29 v 47` 43 Kt ` 47 43 36 32 69 62 69 62 52 85' 92°`' 71 e 64 70 t`' 76 ' 53 _ 63 48 100 100 ' 7_6 r 919169 106 "; 1 5 102 102- 11— 1 9330 77 76 158 757.1—` I82 82 6331 0885`556332 a 51` 51 39. 69 69 53,;, 52,_., 52 ; , 40-: 75 ! 75 ! 57 96 .;101 77, 33 47 47 36 63 63 48 48 ,' 48 36 ` 69 69 i 52 92 92 71 34 43 43 3358 58 _ 44 ; 44 44 ,; 33 63 3 48 85 8565,. 35 53 53 41 40 . 40 j` , 31 58 I 58 44 78 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 CALC® 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'/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. eoise Cascade EP S_l-cu,- Guide - C.£ 0 4 21D 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. nr%n; End Re__ oh_[Ibs] Intermediate Reaction [Ibs] BCI® 1'/" Bearing 3V Bearing 3'/2" Bearing 1 5%" Bearing Joist Depth Weight Moment El x 106 K x 106 Shear No WSOr WS(2) No WSM WS(2) Series inches] plf] ft-Ibs] lb-in2] Ibs] Ibs] No WSOr WS(2) No WSM WS(2) 9'/ 2 2.1 ' 2360 155 5 1475 950 1125' 1125 1275 2100 12350 2525 2750 4500s 11% 2.4 3025 260 6 1625 950 1425 1425 1475 2250 2850 2525 3000 1. 8 ' 14 2.7 ` 3585 380 8 1825 950 1525 1450 1725 2350 3050 ': 2525 3200 16 3.0 4090 515 9 1975 950 1625_ 1475 1975 2400 3200 12525 3350 9' h 2.3 2725 175 5 1475 950 1125.t°' 1125 1275 2100 j 2350 j 2525 2750 5000s 11% 2.6 3485 295 6 1625 950 1425 1425 1475 2250 2850 ! 2525 3000 1. 8 14 2.9 " 4130 430 8 1825 950 1525 ' 1475 1725 2350 ! 3050 2525 3200 16 3.1 4715 580 9 1975 950 1625; 1500 1975 2400 3200 11 2525 3350 9'/ 2 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 ! 2650 1 2700 2750 6000s 11Y. 2.8,; 4060 335 6 1675 1175 1425 1425 1475 2500 f 28561, 2900 3000 1. 8 14 3.1 'm 4815 490 8 1925 1175 1525' 1525 1725 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 i 3350 9'/ 2 3505 220 5 1575 1175 1375 1375 1425 2400 2650 { 2700 2750 6500s 11% 2. 7 3. 0 4495 3_65 7 1675 1175 1425 1425 1475 2500 2850 [ 2900 [ 3000 1. 8 14 3.34 5330 535 8 1925 1175 1525 1525 1725 2600 3150 2925_ 3200 16 3.5 6085 720 9 2175 1175 1625 1550 1975 2650 1 33501 2950 ' 3350 11va 3.2 6235 450 7 1675 1175 1425- 1425 1475 2750 2850 1 3200 E 3250 20 14 3.5 7440 660 8 1925 1175 1525' 1525 1725 2750 3450 3200 E 3650 16 3.8 8520 895 19 2175 1175 A625. 1550 1975 T- 2750 i 3650 ! 3200 i 3750 11Y8 4.3 , 9550 675 7T 2150 1425 1850 1800 1950 3375 3700 4000 i 4350 90s...- 2. 0 14 4.6 ' 11390 980 8_ 2350 1450 1950 1850_ 2150 3400 3850 j 4100 4450 16 1, 4.9 13050 1330 1 9 2550 1475 1 2150, 1 1900 1 2350 13425 j 4000 ; 4200 j 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) m Nailing Parallel to Glue Lines Narrow Facet 0 5wl' wl2 384 EI K 0 = deflection [in] w = uniform load [lb/in] I = clear span [in] El = bending stiffness [lb-in2] K = shear deformation coefficient [lb] Neil Sizes All BCI® Joists_" NailingPerpendicular to Glue Line ( Wide Face) Nailing Parallel to Glue Line Narrow Face) O.C. Spacing inches End of Joist inches C. C. Spacing) End of Joist inches ; inches 8d Box ( 0.113"0x 2.51), 2 1'/2 4 ( 116 8d Commori (0. 131"e k 2.5",) 2 i% 4 3 10d & 12d Box ( 0.128"o x 3"; 3.25") 2 1'/a 4 3 16d,Box (0. 135"0x3.5") 2 ,` 1'/2 4 I 3 10d & 12d Common & 16d Sinker (0: 148"m x 3", 3.25") 16d Common : 0. 162"o x 3.5°: 3 2 2 6 4 6 4 Diaphragm - Capacity 12) Q) [Ib/fij BCI® Series g'- 6 3 i i Unblocked ; F br1 4 r Blocked r i" As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 4500s, 5000s inbuildingcode 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edges As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 6000s, 6500s inbuildingcode 480 Ib/ft for 4" o.c. nailing, staggered @ panel edges 60s, 90s As permitted for 3x framing As permitted for 3x framing in building code with nail in building code spacing no closer than 3" o.c. If more than one row of nails is used, the rows must be offset at least 2 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. Bois - _.,,ad F.+ ' - Spay i4.., G ;r,Ie 04f20! Boise Cascade Rimboard Product Profiles I it W/2„ 117/8" hi 14„ I 1611 i G i 11/8 1„ 15/16„ BC RIM BC RIM VERSA -LAM® VERSA -LAM® BOARD®OSB BOARD®* 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability Perpendicular Parallel Exterior Wall Sheathing See chart for vertical load capacity. See chart for vertical load capacity. Max. u/3I" thickness BCI®/AJS®Joists Perpendicular or parallel to rim C Min. 8d nails at 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. k" dia through bolts (ASTM A307 Grades A&S, SAE J429 Grades 1 or 2, or higher with washers and nuts) or W dia lag screws (full penetration), staggered mr" "e"ri n s,,. ann n nor da"4 inwdt"a i Deck Jeist Length Connection 12essl 2rowsWboltorlagscrew, 24" o.c. 300 plf max. i 124" —18'-0" 2 rows'h" bolt or lag screw, 16" o.c. (450 plf max.) Nt Note: For snow bads greater than 40 psf, and/or dead loads greater n e than 10 psf, sure connection per max pit values shown above. e' Treated Lcdger t oni fast n s tnat are a,itnoced /erase mti m , con c ,a.. d .;Q v a a/ t. eubr,.nt. BOISE CASCADE* Rimboard Notes: Design of -moisture control by others (only structural components shown above). For information on deck lateral load connections to meet the 2009/2012 IRC, contact Boise Cascade EWP Engineering. Min. 8d nails at 6" o.c. per IRC. For use of proprietary screws to attach ledger, consult screw manufacturer literature. Connection per design professional of For further information on residential deck design, see AWC DCA 6, Prescnpuve record' s specification for shear transfer. Residential Wood Deck Construction Guide. s : 111, NOW Vertical Load Allowable Design Values Capacity Compression`' Maximum Floor Diaphragm`«: Modulus of Horizontal Perpendicular Uniform Point Lateral Capacityo Flexural Stress, Elasticity Shear,: , o Grain Product,'.; i plf [lb] Ib/ft Ib'lin Ili/in j , Ib/in]., lb/ins 1" BC RIM BOARD® (z) 3300 3500 180 Limited span capabilities, see note 2 BC RIM BOARD®.OSB R) 1"% e" BC RIM BOARD(tz) '" 4400 3500 180 Limited span capabilities, see note 2 11/, e VERSA LAW®141800 (t), 6000 4450 Permitted per buildiii code for all nominal pg1800 1,400,000 225 - 525 2 thick framing floor diaphragms 1'/: VERSA LAM®2:0 3100 (') 5700 4300 Permitted per buildin g code for all nominal V 3100 2,000,000 285 750 2" thick Y 8dxBox : ( 0113 e x,:2 5°) 3 3,' 3 3 8d Gommon k(0:131,o x 2(5'). 3 3 . 3. 3 . 10d & 12d Box (0128"0 x 3",•3.25") _ 3 3 16d Box =( 0.135 m x 35°) 3 3 See publication in note 2 for' 10d=& 12d Common & f further nailing information. 4 4 16d'Slnker , , _( 0.148"0 x 3 16tl _Common: ( U.162"60.54 ". 6 6, Notes 1. See ICC ESR 1040 for further product information. 2. See Performance Rated Rim Boards, APA EWS W345K for further product information - Boise Cascade E' A? . _astern Spe ifer Guide - (?0?04QC,'S C An Introduction to VERSA -LAM® Products C Scope: This work includes the complete furnishing and installation of all VERSA - LAM® beams as shown on the drawings, herein specified and necessary to com- plete the work. Materials: Southern Pine or Douglas fir veneers, laminated in a press with all grain parallel with the length of the member. Glues used in lamination are phenol formaldehyde and isocyanate exterior -type adhesives which comply with ASTM D2559. Design: VERSA -LAM® beams shall be sized and detailed to fit the dimensions and loads indicated on the plans. All designs shall be in accordance with allow- able values developed in accordance with ASTM D5456 and listed in the governing 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 holes in any four foot long section of beam. 5. The maximum round hole diameter permitted is: Beam Depth Max. Hole Diameter 5'/z' 3/4.. 7'/4" 1" 9'/<" and greater 2" Storage and Installation: VERSA -LAM® beams, if stored prior to erection, shall be stored on stickers spaced a maximum of 15 ft. apart. Beams shall be stored on a dry, level surface and protected from the weather. They shall be handled with care so they are not damaged. VERSA -LAM® beams are to be installed in accordance with the plans and Boise Cascade 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. Boi-e',ascade E,r4 _-<.. i P-,rife, G,_idp. 08 04;= i1:5 Bearing at concrete/masonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and i/z"air lateral restraint Strap per code if top plate is not continuous over header. Verify hanger capacity with hangerrespacequired between s manufacturer z r VERSA -LAM® concrete column and wood. Column connector a „ per design 1 1 Trimmers i professional Iof record Slope seat cut Bevel cut Beam to concrete/masonry walls Bearing framing into wall m " I Wood top plate must be flush Sloped seat cut ` " Not to exceed '" '' 14 with inside of all Hanger Strap per code if ,- top plate is not continuous inside face° of bearing. DO NOT bevel cut VERSA -LAM® beyond inside face of wall Blocking not I • for clarity. without approval from Boise Cascade EWP Engineering IMoisture barrier between I ' concrete and wood I shown or BC CALC® software analysis. VERSA - LAM' Installation Notes Minimum of " airspace between beam and wall pocket or adequate barrier must be provided between beam and concrete/masonry. Adequate bearing shall be provided. If not shown on plans, please refer to load tables in your region's Specifier Guide. VERSA - LAM® beams are intended for interior applications only and should be kept as dry as possible during construction. Continuous lateral support of top of beam shall be provided (side or top bearing framing). Maximum Uniform Side toad [plf]-> , Nailed ( 1) Dia. Through Bolt (1) Dia. Through BoIIt Number of Members 2 rows 16d Sinkers @ 12" o c. 3 rows l6d Sinkers @ 12" o.c. 2 rows @ 24" o.c. staggered 2 rows @ 12" o.c. staggered 2 rows @ 6" o.c. sta eyed 2 rows @ sta eyed 2 rows @ sta ered 2 rows sta eyed II/ V VERSA -LAM" (Depths of 18" and less) 2 470 705 505 1010 2020 560 1120 2245 3( 2) 350 525 375 755 1515 420 840 1685 4( 3) use bolt schedule 335 670 1345 370 745 1495 VERSA- L=AM" 2( 3) use bolt schedule 855 1 1715 1 N/A 1125 2250 N/A 1%" VERSA -LAM" (Depths of 24") Number Nailed ( 1) 1/:" Dia. Through Bolt0) Dia. Through Bolt0) of Members 3 rows 16d Sinkers @I 12" o.c. 4 rows 16d Sinkers @ 12" o.c. 3 rows @ 24" o.c. 8" stacittered 3 rows @ 18" o.c. 6" staggered 3 rows @ 12" o.c. 4" staggered 3 rows @ 3 rows @ 24" o.c. 8" 18 O.C. 6" staggered staggered 3 rows @ 12" o.c. 4" staggered 2 705 940 755 1010 1515 840 1120 1685 3( 2) 525 705 565 755 1135 630 840 1260 4 ( 4) use bolt schedule 505 670 1010 560 745 1120 1. Design values applyy to common bolts that conform to ANSI/ASME standard B18.21-1981 (ASTM A307 Grades A&B, SAE J429 Grades 1 or 2, or higher). A washer not less than a standard cut washer shall be between the wood and the boll head and between the wood and the nut. The distance from the edge of the beam to the bolt holes must be at least 2" for %:" bolts and 2%" for bolts. Bolt holes shall be the same diameter as the bolt. 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 0.135" diameter x 3. 5" length, 16d sinker nails = 0.148" diameter x 3.25" length. 4. 7" wide beams must be top -loaded or loaded from both sides lesser side shall be no less than 5 % of opposite side). For top -loaded beams and beams with side loads with less than those shown: Plies Depth Naihn t2! :.1 Maximum Uniform L" oad From One Side Depths 1 P/d' & less 2 rows 16d box/sinker nails @ 12" o.c. 400 plf 2) 13/4" plies Depths 14" - 18" 3 rows 16d box/sinker nails; @ 12"' o.c. 600 plf Depth = 24" 4 rows 16d box/sinker nails'@ 12" o.c. 800 pit' Depths 11%" & less 2 rows 16d boz/sinker nails @ 12" o.c 300 plf 3) 1%` plies!1t Depths-14",' 18" 3 rows 16d box/sinker nails'@ 12" o.c.- ` ," 450 plf, beptht= r24" 4'rows;l6d,boxlsinkernails12"o.c. ? 600 Ifl r` Depths 18" & less 2 rows 1%" bolts @ 24" o.c., staggered 335 plf 4) 1%" plies Depth = 24" 3 rows W' bolts @ 24" o.c., staggered ever 8" 505 pit Depths 18" & less 2 rows %' bolts @ 24" o.c., staggered 855 plf 2) 3'/" plies De th'20" - 24" 3 rows 1/2" bolts @ 24" o.c., staggered eve 8" 1285 plf 1. The nail schedules shown apply to both sides of a 3-member beam. 2. 16d box nails = 0.135" diameter x 3. 5" length, 16d sinker nails = 0.148" diameter x 3.25" length. 3. Beams wider than 7" must be designed by the engineer of record. 4. All values in these tables may be increased by 15 % for snow -load roofs and by 25 % for non -snow load roofs where the building code allows. 5. Use allowable load tables or BC CALC® software to size beams. 6. An equivalent specific gravity of 0. 5 may be usedwhen designing specific connections with VERSA -LAM®. 7. Connection values are based upon the 2012 NDS. 8. FastenMasterTrussLok, Simpson Strong -Tie SDW or SOS, and USP INS screws may also be used to connect multiple member VERSA - LAM' beams contact Boise Cascade E& Engineering for further information. Designing Connections for Multiple VERSA - LAM® Members When using multiple ply VERSA -LAM" beams to create a wider member, the connection of the plies is as critical as determining the beam size. When side loaded beams are not connected properly, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA -LAM" floor beam. Given: Beam shown below is supporting residential floor load 40 psf live load, 10 psf dead load) and is spannirg 16'-0". Beam depth is limited to 14 Hangers not shown for clarity 14, Find: A multiple 1%" ply VERSA -LAM'" that is adequate to support the design loads and the member's proper connection schedule. 1. Calculate the tributary width that beam is supporting: 14'12+ 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 VW' x 14" is found to adequately support the design loads 3. Calculate the maximum plf load from one side the right side in this case). Max. Side Load = (18' i 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: %" diameter 2 rows Ca, 12" staggered: 755 pit is greater than 450 plf OK Boise C a_ ode E4.? _ sier.. SF CO e--°:de - 084 20'S CO VERSA-LAMO 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load [plf] KEY TO TABLE Middle Figure Allowable Live Load [plf] Bottom Figures Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1'%" VERSA -LAM® 2.0 3100 Double Ply 1%"VERSA-LAM*2.0 3%" VE SA -LAM 2.0 3100 3100 or Triple 6%4"VERSA- AM 2.0 3100100 or Quadruple " VERSA -LAM 2.0 3100 0 3100 or 11Ye" 14" T/4" 9'/:" 11'/e" ( 14" 16" 18" 24"1 9'/V 111M." 14" 16" I 18" 20" F 24" 11%a" 14" 16" 18 2F 2 6 763 1.814.42.4/6.13.318.2 4.1/10. 19'/ z" 1063 14241 1795 115,25 5,25 2.4/6.113.3/8.2,4.1/10.3,5/12.611.8/4.46/15 2126f,2849 3590 4387 152321' 5226 6/15 3189 2.416.1 427315394 3.318.2,.1/10.3'5/12.616/15 65801 784817845 6115 1 7838 6/15 5697 3.3/8.2 5/12.6 7179 8773 10463 6115 10459 6115 10451 6/15 479 748 979 1207 957 1497 1 1957 2414 2886 3402 3913 2237 2936``° 3622 4328 {', 5103 5876 5870 3914' 4829 5771 6803 7834 7826 8 322 724 643 1447 i 2171 1.5/3.7,2.3/5.7 3/7.5 3.7/9.3 1.5/3.7 2.3/5.7 3/7.5 (37/9.3,4.4111.1j5'2/13 1 6/15 2.315.7 3/7.5,13.7/9.34.4111:1,15.2/13 6/15,1 6/15 3/7.5 3.7/9.3,14.41.11.1,5.2/13 6115 6/15 243 551 745 909 487 11 1102 11 1489 1817 2148 2502 3126 1653 2234 1 2726 3222 3753 4322 4688 2978 3635 4296 5003 1 5763 6251 10 165 370 j 724 329 1 741 1 1447 1 1111 2171- 2894 1.5/3 2.1/5.312.9/7.1 3.5/6.7 1.5/312.1/5.32.9/7.13.5/8.7,4.1/10.34.8/12 6/15 2.1/5.32.9/7.13.5/8.7,4.1/10.34.8/12!5.5/13.8 6/15 2.9/7.1 3.5/8.7;4.1/10.34.8/125.5/13.8 6/15 182 413 665 808 364 1 825 1 1330 1617 1904 i:2209 2839 r1238 1995 2425 2856_11 3313 1 3800 4259 2659 3233 3807 4417 5067, 5679 11 124 278 544 247 1 557 1087 835 1631 '- 2175- 1.5/3 1.7/4.4 2.8/713.4/8.5 1.5/3 1.7/4.4 2.817'13.4/8.5 4/10.1,4.7/11.71 6/15 1.7/4.4 2.8/713.4/8.5 4/10.114.7/11.715.4/13.4 6/15 2.817 3.4/8.5 4/10.1,4.7/11.715.4/13.4, 6/15 139 1 317 585 1 728 1 279 j 634 1 1170 1 1416 1719 1 1177 1 2601 950 175 218425& 2965 3390 j 3901 2340 2912 3418 3953 4519 5201 12 95 214 419 686 191 429 837 1372 1 643 125 1675 2745 1 - 1.5/3 1.5/3.7 2.7/6.8 3.4/8.4 1.513 1.5/3.7 2.7/6.8 3.4/8.4 3.9/9.94.6/11.4, 6115 1.5/3.7j2.7/6.8k3.4/8.4 3.9/9.94.6/11.4, 5.2113 6/15 2.7/6.8 3.4/8.4 3.9/9.94.6/11.4, 5.2/13 6/15 109 1 248 488 662 217 496 1 976 G 1324' 1550 ;`1789• 2399 744 1 1464 1 1986 2326 ,j,2683 3059 1 3598 1952 2647 3101 3577 4078 4797 13 75 169 329 540 150 337 659 1079 506 988 1619 1317 1 2159 1.5/3 1.5/3.112.4/6.1 3.3/8.3 1.5/3 f 1.5/3:1 2.4/6.1 3.318.3 3.9/9.74.5/11.2 6/15. 1.513.112.4/6.113.3/8.3 3.9/9.714.5111.2,5.1/12.7 6/15 2.4/6.1 3.3/8.3 3.919.7,4.5/11.2t5.1/12.71 6/15 86 196 390 585 173 395 779 1171 1418 1633 2226 593 1169 1 1756 2128 2449 2786 3338 1558 2342 1 2837 1 3265 3715 1 4451 14 60 135 i 264 432 120 270 527 i 864 1290 405 791 1296 1935 - 1055 1728 1 2580 1 - 1.5/3 1 1.5/3 2.1/5.3 3.2/7.9 1.5/3 1 1.513 2.1/5.3 3.2/7.9 3.8/9.6 4.4/11 1 6/15 1.5/3 2.1/5.3 3.2/7.9 3.8/9.6) 4.4/11 5/12.5 6/15 2.1/5.3 3.217.9 3.8/9.6 4.4111 5/12.5 6/15 70 1 160 316 509 139 1 320 631 ` 1018 1307 11502 1 2076 479 1 947 1 1527 1 1960 1 2253 2558 1 3113 1262 2036 2614 1 3003 1 3410 1 4151 15 , 49 1.5/3 110 1.5/3 214 1.8/4.6]2.9/7.4 351.. 98 1.5/3 220 1.5/3 ' E 429 703 1.8/4.6 21917.4 1049 1493 3.8/9.5,4.3/10.9, 6/15 329 1.5%3 643, 1054 1.8/4.6 2.9%7.4 1573 _2240 3.8/9.5,4.3/10.9,4.9/12.3 6/15 858 1.8/4.6 11405 29/7.4 3.8/9 2098 5 2987 4.3/10.94 9/12.3 6/15 57 1 131 259 427 113 262 518 1 854 1151 1390 1944 393 777 1281 1727 2085 1 2364 2917 1036 1708 2303 2780 3151 3889 16 40 1 90 177 289 80 181 353 579 864 1230 271 1 530 868 1296 1846 707 1158 1728 2461 1.5/3 1.5/3 1.6/4 2.6/6.6 1.5/3 1 1.5/3 1.6/4 2.6/6.6 3.6/8.9:4.3/10.11 6/15 1.5/3 1 1.6/4 2.616.6 3.6/8.9 4.3/10.7,4.9/12.2 6/15 1.6/4 2.6/6.6 3.6/8.9;4.3/10.7i4.9/122 6/15 108 215 355: 93 217 430 710`' 1018` 1274' 1826- 325 645 1065 1527 `1911 2,196 2739 860 1420" 2036 2547 1j2929 1'3652>, 17 75 147 241 67 151 295 t 483 720 '1026 226 442 724 1081 1539 2111 589 " 965 1 1441 1 2052 2814 1.5/3 1.5/3.6 2.3/5.9 1.513 1'.5/3 1.5/3.612.3/5.9 3.3/8.4-0.2/10.5 6/15 1.5/3 11.513.6 2.315.9 3.3/8.44.2/10.54.8/12 1 6/15 1.513.6 2.315.91 3.318.44.2/10.54.8/12 1 6/15 90 1 180 298 77 181 360 1 596 894 1134 1701 271 1 540 1 894 1341 1701 1 2051 1 2552 720 1 1191 178 1 2268 2735 1 3402 18 1 1 64 1 124 203 56 127 I 248 407 607 864 191 3721 610 910 ' 1296 1 1778- 496 . 813 1214 1728 2371 1.5/3 1.5/3.22.1/5.2 1.5/3 1.5/3 1.5/3.2 2.1/5.2 3.1/7.8 4/9.9 5.9/14 1.5/3 1.5/3.212.1/5.2 3.1/7.8 4/9.9 ,4.8/11:95.9/14. 1.5/3.2 2.1/5.2 3.1/7.8 4/9.9 8/111.9,5.9/14.13 76 1 152 252 65 152 304 ] 504 1 758 1016 1592 229 457 1 757 1137 1524 1863 1 2388 609 1009 1516 2032 2484 3184 19 54 1 105 173 48 108 211 346 516 735 162 316 519 774 11021 1512 422.. 691 1032 1470 2016 1.513'"''1.5/3 1.914.7 1.5/3 1.5/3 1.5/3 1.9/4.7 2.8/7 3.7/9.45.8/14: 1:5/3,, 1.5/3,E1;9/,A.7 2.8/7, 3.7/9.44.6[.11,45.8/14: 1.5/3 1.9/4.7 2.8/7 3.7/9.446/11.45:8114: 65 1 130 1 215 54 129 259 1 430 647 915 1496 194 389 646 1 971 11373 1678 i 2243 519 861 1295 1830 2237 2991 20 46 1 90 1 148 41 93 181 ` 296 442 630 1493 139 271 445 1 664 1 945 1296 2240 362 593 885 1260 1728 2987 1.5/3 1 1.5/3 1.7/4.2 1.5/3 1 1.5/3 1.5/3 11.7/4.2 2.5/6.3 3.6/8.9 5.8/14. 1.5/3 1 1.5/3 1.7/4.2 2.5/6.3 3.6/8.9,4.3/10.85.8/14. 1.5/3 1.7/4.2 2.5/6.3 3.6/8.9,4.3/10.85.8/14. 1 74` j E 272 4452281701362233324731122; 104 204 .i 334 499 710 1683 665 947 1 99 2208- 44 1.513 1.5/3.5 1.5/3 1 1.5/3 111.513.5 2.1/5.2 3/7.4 15.6/13. 1.5/3 1.5/3 `1.5/3.5 2.1/5.2 3/7.4 3.9/9:95:6/13. 1.5/3"1.5/3.5 2.1l5.21' 3/7.4 3:9/9!9,5.6/13. 72 122 71 145 243 1 368 1 529 1 1092 106 1 217 1 365 1 552 1 793 1 1095 1638 290 486 736 1 1057 1 1460 2184 24 52 1.5/3 86,, 1.5/3 54 1.5/3 105 172 1.5/3 (1.5/3 256 365 1.8/4.4 2.5/6.3,5.1/12. 864 80 1.5/3 157 i 257 1.5/3 1.5/3 384 547 1.8/4.41 .5/6.3 750 3.4/8.65.1/12. 1296 209 1.5/3 343 1.5/3 512 1.8/4.4 729 2.5/6.3 1000 3.4/8.65.1/12. 1728 26 56 15/3 1 19947 1.5/3 54 15_3 111 188 82 135 1.5/331.5 3 286 41.2 550/3.7 2.1 '5314.7-/11-: 927 60 1533 167 282 02 1.53-, 1.5/3 429 ?Er 618 1.b/3.7'2435.312,9//7.34.7/11. 855 1390 223 1.53 ] 376 70 1?5/3 572 1.5/3./5.3 824 74 1139 298/7:34.7311. 1853 28 74- 1,53159 67 1 148 1226 1.58/3 1.5 3 326 3.2 1834.64.4 792 0. 61 15/3 130 222 62 1593 1.5/3 338 ; 489 1543.2I1.8/4.6 678 2516.34.4 1188 10. 174 15/3 296 LS 3 4151 1.5 . 652 1854.E 904 2536.34.40/180- 1584 30131 68 118 1.5/3 1.5/3 1 180 262 6539 t 187'2 1.5/3 1.614 9.5 102 176 80 t 132 1.513 1.5/3 271 393 197. 280 1.513 ( 1.6/4 546 384 2.2/5.5i 959 664 9 137235 107 ' 1.5/3 176 1.513 36123728 262 1.5/3 373 1.6/4 512 2.2/5.5 1279 885 3.8/9.5 Total Load values are limited by shear, moment or deflection equal to L/240. Total Load values are the capacity of the beam in addition to its own weight. Live Load values are limited by deflection equal to L/360. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1% inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Emi".a ascade E:'., =aste_'m Spe; ife! G'' ide 08`04120 15 f 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 1'/."VERSA-LAM® 2.0 3100 Double Ply 1 %" VERSA-LAM®2.0 3100 or 3%" VERSA -LAM 2.0 3100 Triple Ply 1'/" VERSA-LAM®2.0 3100 or 5'/." VERSA -LAM 2.0 3100 Quadruple Ply 1'/." VERSA-LAM®2.0 3100 or 7" VERSA -LAM 2.0 3100 ft] 7'/." 9'/z" 11'/a' 71/4" 9%" 11%" [ 14' 16' 18" 24" 9%a" 11%' 14" 16' 18' 20" 24" 11'/e' 14 i 16" 18" 20" 24" 878 1223 1639 2065 1755 2446 3278 4130 5047 j 5232 5226 3669 4917 6195 7570 7848 _: 7845 7838 6556 8260 , 10094 10463 10459 10451 6_ 2/5 28/7 3:8/9.44.7/11. 2/5 2.817 .3.8/9.44.7/11.85.8/14.5 6/15 1 6/15, 28/7 3.8/9.44.7/11.858114.5'6/15 j 6115 6/15 3.8/9.44.711185.8/14.5 6/15 6/15 6/15 598 _ ' 858 ! 1126 1389" 1197 11717 2252 2779 13321 3915 3913 ' 2575 t "3379 4168- 4981 '5872 15876 5870" 4505 5558 6642 i 7829 ' 7834 ! 7826 8 , 482 1 965 i 1.814.63.6/6.63.5/,8.64.3/10, 18/4.6`2:6/6.6.3.5/864.3/10.65.1/12.7 61.1516/15 2.6/6.6:3.5/6.64.3110.65.1/12.7,6/15 6/15 6/15,3.5/8.64.3/10.65.1/12.7 6/15. 6/15 6/15 326 637 857 1046 651 1274 1 1714 2092 2472 2880 3126 1912 2571 3138 3709 4320 4695 4688 3429 4184 14945 ` 5759 6259 6251 10 247 556 494 1111 i i 1667 15/3.12.4/6.1 3.3/82 4/10 1.5/3.1,2.4/6.1,3.3/8.2 4/10 4.7/11.95.5/13.8 6/15 24/6.1.3.3/8.2j 4/10 4.7/11.95.5113.8 6/15 6/15 3.3/8.2 4/10 14.7/11.95.5/13.8'6/15 6/15 244 •` 526 '' 765 931 - 487 ;`1052 [ 1531 1861 "2192 2543 2839 :` 1577 `2296 2792, 3288, .3814 4265 ' 4259 3062 '3723 4383 € 5085 ''5687 5679 11 186 418 371 835 t 1.5/3 2.2/5 6 3.218.1, 3.9/9.8 1.5/3 =2.2/5 613.2/8:,1 3.9/9.8 4:6111 65.4/.13.4 6/15 2.2/5.6 3.2/8 1 3.9/9.814.6/11.65.4/13.4 6/15 6/t5 3.2/8.1 3.9/9.814.6/11.6K4/13.4 6/15 6/15 187424 674 838 374 848 . 1347 1676 1968 ; 2276 2601' 1272 2021 2514 2952 3414 3903 3901 2694 3353 3936 ; 4552 5203 5201 12 143 322 ! 628 286 + 643 1256 965 1884 2512 1. 5/3 ,, 2/4.9 3.1/7 8 3.9/9.7 1.5/3 : 2/4 9 i3.1/7.8 3.9/9.7'4.5/11.35.2/13.1 6/15 2/4.9 i3.1/7.8 3.9/9.7 4.5/11.35.2/13.1 6/15 6/15 3.1/7.8 3.9/9.714.5/11.35.2/13.1' 6/15 6/15 146 _'= 332 5573 i 762` 292 ' ,665 1148;r 1524 <3 1785 1 2060 2399, 997 1 1719 ' 2287`1 2678 1,3089 3522 k 3598' 2292 3049 3571 4t19 4696 4797 131. 112 253 494 - ` 225 I" 506 988 - 1 - 759 1482 j - I 1976 1. 5/3 i1.7/4.212.9/7.2'3.819.5 1.5/3 I L7/4.212.9/7 2.3.8/9.5 4`5/11.25.1/12.9 6115 1.7/4.2,2.9/7.2I3.8/9:5 4.5/11.25 1/12.95.9/14.7, 6/15 ; 2.9/7.2 3.8/9.5 4.5/11.25 1/12.95µ9/14.7 6/15 116 265 493 674 - 233 530 j 987 1349 .1634 1880 2226, 796 1480 2023 2450 2821 3208 3338 :1973 2697 3267 '.. 3761 4278 4451 14 90 203 _ 396 ':. 648 180 405 791 1296 - 608 1187 j 1944 1582 2593 1. 5/3 '1.5/3.6;2.7/6.73.5/9.1 1.513 1.5/3.612.7/6.713.6/9.1; 4.4/11 5.1/12.7 6/15 1.5/3.6 2.7/6.713.6/9.1 4.4/11 5.1/12.75.8/14.4. 6/15 2 7/6.7 3.6/9 1 4.4/11 i5.1/12:75.8/14.4' 6/15 r B4 .[ 215 , 423 588 i' 29 846r 1173" 1505 F 1730 ! 2078' 188. •41164412681759'r 2258 ZSQS',t 2946 ° 3113 ,t891 i 2346 3011 (3459 I _3928 4151'' 15", 73 ; ` 165 322 527-; 146 329 643-` 1054E 494 965 1 1581' j 1286 21081 j 1.5/ 3 ;t1.5/3.112.5/6.1 3.4/8.5 1.5/3 1.5/3.12.5/61;3.418.5;4.3/10.9 5/12,.5, 6/,15 , 1.5/3.1 2.5)6.113.4/8:5'4.3/10.9; 5/12.5 5.7114.2.6/15 2.516.1 3.4/85,4.3/10.9 5/12.5 57/14.2' 6115 77 ' 176 347 515 153 352 695 1029 `1327 1601 1944" 528 1042 1544 1990 ;' 2402 2723 2917 1389 2058 2653 3202 3630 3889 16 60 i 136 265 434 121 . 271 530 868 1296 407 795 1303 1944 1060 i 1737 12593 1.5/ 3 1.5/3 j2.2/5.4I3.217.9 1.5/3 j 1.5/3 2.2/5.4 3.2/7.94.1/10.24.9/12.3 6/15 1.5/3i2.2/5.413.2/7.94.1/10.24.9/12.35.6/14 6/15 22/5.413.2/7.94.1110.24.9/12.35.6/14; 6/15 63 ° ' 146 , 289 , E 455 f 127 " 292 '." 577 ' 910,',1173 ' 1468' 1 1829 438 866 ' 11365 .1760 ' 2201 253,1 j 2743 1154 1820 2346` i- 2935 ` 3374 i 3657' 17 50 '113 221 362 , 101 1 226 1 '442, } 724 .= 1081 339 1 663 1086.71621' .- - 884 '1448 2161_- 1.5/3!'15/ 3119/4.81 3/7.5x 1.5/3'1 1.5/311.9/48. 3/7.5 3.9/9.6.4.8/1216/15, 1.5/3 i1;9/4.8; 3/7.53.9/9.6 4;8/12'5.5/13.8 6/15,:1.9/4.8' 3/7.5 3.9/9.614.8/1215.5/13.8 6/15 53 122 242 399 106 , f -244 484 799 `._1045 1307 j.1726 367 726 1198: 1567 ,11961 2364 2588 968 1598 2089` 2614 3151 3451 18 42 95 186 305' 85 191 372 i 610 910 1296 1 - 286 558 i 915 1366 1`1944 744 1220 1821 2593 1.5/3 1.5/ 3 t1.7/4.3 2.8/7 1.5/3 1.5/3 ;1.7/4.3 2.8/7 i3.619.1i4.5/11.4 6/15 1.5/3 11.7/4.3i 2.8/7 3.6/9.1'4:5/11.45.5/13.7 6/15 1.7/4.3': 2.817 3.6/9.14.5/11.45.5/13.7; 6/15 103 ;' 20,5 339 89 1` 206 410 677 ; a936 `1171 1634 310 1;4 615 E 1016'1 1404 1 1757 2147 2450_820 1354 1872 1 2342 g 2862 1 3267, 19 81 t 158 259 I' 72 ;I162 I "316`; 519 `7741t02 243 475 778 1161 1653 633 ! 1037 1548' 2204 ' 1.5/3 11.5/ 3.812.5/6:3 1.5/3 ; 1:513 i1.5/3.8 2.5/6.3 3.4/8.6;4.3/10.8 6/15 1.5/3 1.5/3 8 2.5/6.3'3.4/8.6 4.3/10.85:3/13.11 6/15-; 1.5/3.842.5/6.3 3.4/8.6E4.3/10.85:3/13.1 6/15 88 175 1 289 - 75 176 350 579 843 1055 1551 , 263 '525 868, 1265 1583 . 1934 2326 699 1157 1686,` 2110 1 2579 1 3101 20 69 136 222 62 139 !. 271 ' 445 664 945 208 1 407 j 667 1 996 . 1418 1 543 889 1327 1890 1.5/3 11.5/ 3.41.2.3/5.6 1.5/3 1.5/3 1.5/3.4 2.3/5.6i3.3/8.24.1/10.2'' 6/15 1.5/3'1.5/3412.3/5.6 3.3/8.24.1110.21,5/12.5 6/15 1.5/3.4;2.3/5.6'3.3/8.24.1/10.225112.51 6/15 22 ', 65 130 216 i 52 102 167 54 130 260,= 1 43, 1-1,649 669 1407 46 ps1 104 204' 334 ,. 499 '1 710 t 194 i 390, 647 r t, 973 :1303 ' 1593.' 2111 157 . 306 01 7 748 (` 4065 1461j 520 862 1297 1738 2124 2815' 408 668 1 997 : i 1420 I 1948 1.5/3 '1.513 ' 1.9/4.7 1.5/3', 1.5/3 1 1.5/3 11.9/4.7 2.8/7 '3.7/9.31 6115; 1.5/3 1 1.5/3 11.9/47 2.8/7, 3.7/9.3`4.5/11.3, 6/15' 1.5/3 I'1.9/4.7j 2.8/7 3.7/9.3',4.5/11.3! 6/15 99 164 98 i.197 329 496 711 1 1259; 146 296 493 744 1066 1334 i,1889 395 658 992 - 1422 1 1779 1 2518 24 79 129- 80 157 257 1 394 547 121 236 386 576 820 1125 314 515 768 1094 1500 " 1.5/3 1.6/ 3.9 1 .1.5/3 1:5/3 1.6/3.9 2.3/5.9 3.3/835.9/14. 1.5/3 1.5/3 1.6/3.9 2.3/5.9.3.3/8.3,4.2/10.45.9/14. 15/3 1.6/3.9;2.3/5.9 33/8.39.2I1045.9/14. 26 : 76 128:: r- 62 - 101,' 1.5% 3 1.5/ 3:3 75 153-` 256 .1 387 1,555 1069 ` 83 124` 202 302 430 1020.- 1:513 ` 1.5/3 11.513.3E' 2/5 `2.8/7.1'5.4/13. 112 229 1 383 . 580' 833 11132 1 1604, 95 185 1 304` 453 . 645 886 1529 r 15/3 1.5/ 3 ! 1.5/3.3 2/5 2.8/7.113.8/9.6j5.4113: 305 511 773 1110 . 15101 2139 247 '405 604' 860 '1180 2039a` 1.5/3 1:5/ 3.3: 2/5 28/7.113.8/9.65A/13: 28 60 101 49 81 58 120 202 306 441 ' 919 51 99 162 242 344 816' 87 180 303 459 , 661 914 1378 76 148 243 1 363`- 517 ' 709 1224= 240 404 612 882 1 1219 1837 198 324 1 484 1 689 " 945 1633 1.5/3 1.5/ 3 1.5/3 1.5/3 1.5/3 1.7/4.312.4/6.1 5/12.6 1.5/3 1.5/3 I, 1.5/3 1.7/4.32.4/6.1 3.4/84: 5/12.6 1.5/3 1.5/3 11.7/4.3 2.4/6.1 3.4/8.4 i 5/12.6 3p 81 66 ,,"' 1 5/ 3 95 161 246355 1 797 T f 1 : 80; 132 197 i `280 664 I 1.513 1.5/ 3 ,1.5/3.72.1/5.3 4.7/11. 143 242 369 ;'533 1 738 1 1196 68 _ 62 121 198 -( 295 ,'.'"420 576 996 1 5/3 ' 1:5/ 3 1.5/3 +1.5/3.7 2'1/5 3 2.917 3 4.7/11. 190 323 492 1 710 ._ 984 `.1594 161 r 263 393`:' 560. 768 1327 , 1.5/3 1t513 11. 5/3.7 2.115.3 2.9/7.3i4.7/-11.7 Total Load values are limited by shear, moment or deflection equal to L/180. Total Load values are the Table values for Minimum Required Bearing Lengths are based on the allowable compression aeslgn 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/240. Check the local building code for other such as a weaker support material, may warrant longer bearing lengths. Table values assume that deflection limits that may apply. support is provided across the full width of the beam. Where a Live Load value is not shown, the Total Load value will control. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Table values represent the most restrictive of simple or multiple span applications. Span is measured Load values. Minimum Required Bearing Lengths remain the same for any number of plies. center to center of the supports. Analyze multiple span beams with the BC CALC® software if the length of any span is less than half the length of an adjacent span. 1 % inch members deeper than 14 inches are to be used as multiple -member beams only. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. This table was designed to apply to 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 C8S,.,I de =01 . stern Specifier ._,u" i • _8 0412 A.S VERSA -LAM° 2.0 3100 (125% LoadDuration) Top Figure Allowable Total Load (plf) KEY TO TABLE Middle Figure Allowable Live Load (plf] Bottom Figures Minimum Required Bearing Length at End / Intermediate Supports [inches] Span ft] 1'/." VERSA-LAM®2.0 3100 Double Ply 1'%" VERSA-LAM12.0 3100 or 3%' VERSA -LAM 2.0 3100 Triple Ply 1'W VERSA -LAM® 2.0 3100 or 5%" VERSA -LAM 2.0 3100 Quadruple Ply 1'/" VERSA -LAM® 2.0 3100 or 7" VERSA -LAM 2.0 3100 7'/." 9Ya" i 117/s" 14' 7%a' 9'/i' 11'/e" 14" ! 16" ( 18 24" 9'/i' 117/e" 14" 16" 1 18" 20" 24" 11'/e" 14" I 16" i 18" 20" 24" 954 2.2/5.5 1330 3.1/7.64.1/1025.1/12 1782 1 2245 1908 i 2660 2.2/5.Sj3.117.64.1/1025.1112.91 1 3564 4491 { 5234 ` 5232 6/15 6/15 1 5226 6/15 3990_1 5346 3.1/7.64.1/12 1 6736 1 7851 7848 6I156/15-6/15 7845 7838 6/15' 7128 1/1 1 8981 10467 6/15 10463 10459 6/15 .....6/15 10451 6/15 640 1 933 1225 1511 1279 ' 1867 1 2449 1 3022 1 3611 E 3919 3913 2800 1 3674 4532, 5417 5879 5876 5870 4899 6043 7222 7838 1 7834 7826. 8 1 482 1 - 965 1 2/4:9 2.917.1 3.8/9.4 4.6111: 2/4.9 2.9/7.1 3.8/9.4 4.6/11 6,'.5/13.8 6/15 1 6115 2.9/7.1 -3.8/9.4i4.6l11.6i5.5/13:8 6115 i. 6115 6/15 3.8/9.4 4:6/11.65.5/13.8 6/15 .6/15 61,15 326 1 693 1 932 1138 651 1386 1864 2275 2689 1 3132 3126 2079 C 2797 3413 1 4033 ; 4696 4695 1 4688 3729 i 4550 1 5378 6263 { 6259 6251 10 247 1 556 494 1111 1667 - j 1.5/3.1 2.7/6.6 3.6/8.94.4/10. 1.5/3.112.7/6.6 3.6/8.9i4.4110.9,'5.2/12.9 6/15 6/15 2.7/6.6i3.6/8.9i4.4/10.95.2/12.9 6/15 6/15 6/15 3.6/819i4:4/10.95.2/12.9 6/15 1 6/15 6115 244 .1 552 1 ;833 1012, 487 ( 1104 1665 2024 2384 2765 2839 1656 1 2498 3037 3576 4148 4265 1 4259 3330 1"4049 4767 5531 5687 5679 11 186 418 815 371 1, 835 1631 1253 2446 3262 1.5/3'12.3/5.8 3.5/8.8 4.3/10. 1.5/3 i2.3/5.8 3.5/8.Bi4.3/10:7i,5/12.6 5.8/14.6 6/15 2.3/5.813:5/8.8 4.3/10.715/12.6J5.8/14.fi. 8/15 6/15 ' 3.5/8.8 4.3/10.7 5/12.615.8/14.66115 6l15 187 424 733 912 374 848 1465 1 1823 ` 2141 2475 2601 1272 { 2198 2735 3211 1 3713 1 3907 3901 2931 1 3647 1 4281 4951 j 5209 5201 12 143 322 628 286 643 1256 965 1884 i 2512 1. 5/3 2/4.9 3.4/8.44.2/10. 1.5/31 2/4.9 3.4/8.44.2/10.54.9/12.35.7114.1 6/15 2/4.9 13.418.44.2110.54.9/12.35.7/14.3 6115 6/15 3.4/8.414.2/10.54.9/12_5.7/14.3 6/15 6/15 146 332 1 -623 1 829 292 1 665 1247 1658 '1 1942 2240 1 2399 997 {'..1870 2487 2913r{ 3360 1,.3604 3598 2494 ':3316 3884 1 4480 1`-4806 4797 13 112 253 1 494 1 810 225 506 988 1619 . 759 1482 2429 1976 3238 j - 1. 5/3 1.7/4.2 3.1/7.8i4.1/10. 1.5/3 1.7/4.2 3.117.8 44 4.1/10..8/12.1 5'6/14 6/15 1.7/4.2 3.1/7.8 4.1110.4i4.8/12.1'5.6/14 8115 6 115 - 3.1/7.8 4.1/10.4i4.8/12.1 5.6/14 6/15 6/15 116 1 265 521 734 233 E 530 1043 1467 1 1777 2046 1 2226 796 1 1564 2201 1 2666 ( 3068 3345 3338 2085 2934 3554 4091 j 4459 4451 14 90 203 396 648 180 405 791 1296 { - 608 1 1187 1944 i 1582 2593 1. 5/3 1.5/3.6 2.8/7 4/9.9 1.5/3 (1.5/3.6 2.8/7 4/9.9 4.8/12 5.5/13.6 6/15 1.5/3.6) 2.8/7 4/9.9 4.8/12 5.5/13.8 6/15 6/15 2.8/7 4/9.9 4.8/12 5.5/13.8 6115 6/15 94 '' 215 423 636 188 11 429 846 1276 , 1638 1882 20761 644 1268r 1914 2456_i, 2823 3120 3113 % 1691 2552 3275 3763 ,4159 4151 15 73 165 322 527 146 ' 329 643 1054` 1573 494 {' 965 1581 2360 1286 2108 3146 1. 5/3 1.5/3.1 2.5/6.1 3.7/9.2 1.5/3 {1.5/3.1 2.5/6.1 3.7/9.214.7/11.85.4/13.6 6/15 1.5/3.112.5/6.1 3.7/9.2i4.7/11.85.4/13.6 6/15 6/15 2.5/6.1 3:7/9.2 4.7/11.85.4/13.6 6/15 6/15 77 I 176 347 560 153 ' 352 695 1120 1 1443 1742 1944 528 1042 1680 i 2165'1 2613 2923 2917 1389 1 2240 1 2887 3484 r 3897 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 3.5/8.6 1.5/3 1.5/3 2.2/5.4 3.5/8.6 4.4/11.15.4/13.4; 6/15 1.5/3 j2.2/5.4 3.5/8.6 4.4/11.1,5.4/13.4 6/15 6/15 2.2/5.4 3.518.6 4.4/11.15.4/13.4 6/15 6/15 63 . 146 289 1, 476 127 1 292 577 951 1277 1597 1829 438 `866 1427 1915^'` 2395 2749 2743" 1154 1902 2553 3193. -;3665 3857 17 50 ` 113 221 62 101 il' 226 442 724 E`' 1081 1539 339 663 1086 1621' 2308 884 1448 2161 3078 1. 5/3 1 1.513 1.914.8 3.1/7.8 1.5/3 i 1.5/3 1.9/4.8 3.1/7.84.2/10.55.2/13.1 6115 1.5/3 1.9/4.8 3.1/7.8t4.2/10.55.2113.1i 6/15 6/15., 1.9/4.8 3.1/7.8,4.2/10.55.2/13.11'6115 6115 53 1 122 242 399 106 1 244 484 1 799 1137 1 1422 1 1726 367 1 726 1198 1705 2133, 2572 2588 968 1598 1 2274 2845 3429 3451 18 42 95 186 305 85 1 191 372 610 9 00 1 1296 1 - 286 1 558 915 1366 1 1944 744 1220 1821 { 2593 - 1. 513 15/3 1.7/4.3 2.817 1.5/3 , 1.513 1.7/4.3 2.8/7 4/9.9 4.9/12.3, 6/15 1.5/3 1.7/4.3 2.817 419.9 4.9/12.35.9/14.9, 6/15 1.714.3 2.8/7 4/9.9 4.9/12.35.9/14.9, 6/15 103 205 339, 69,.1.206 410 677 i`- 1016 1275 1634! 310 615 10116 1524'`1912 2336 2450" 820 'J 1354 2032 2549 3115 1,3267. 1 9 B1 158 259, 72 1162 316 519"' 774 1.1102 I - 243 475 778 1161, 1653 2268 633 (.1037 1548 2204 ` 3024 1. 5/3 1.5/3.8 2.5/6.3 1.5/3 1 1.513 1.5/3.8 2.5/6.3 3:7/9.3i4.7/11.7 6/15 1.5/3 1.5I3.8 2.516.3 3.7/9.3E4.7/11.75.7110, 6/15 1.5/3.8 2;5/6.3 3.7/9.34.7/11.75.7/14.3, 6/15 88 175 1 289 75 1 176 1 350 579 869 1149 1551 263 " 525 868 1303 i 1723 ( 2105 2326 699 1157 1737 2297 { 2807 3101 20 69 136 222 62 139 271 445 664 945 208 407 667 996 1418 1944 543 889 1327 1890 . 2593 1. 5/3 1.5/3.4 2.3/5.6 1.5/3 1.5/3 1.513.4 2.3/5.6 3.4/8.4,4.4/11.11 6/15 1.5/3 1.5/3.4 2.3/5.6 3.4/8.4,4.4/11.15At13.6 6/15 1.5/3.4 2.3/5.6 3.4/8.44.4/11.15.4/13. 6/15 65 130 216 54 ,130 260 ( 431 `649 928 1407-, 194 390 647 { 973 , ,1393 1735 1 2111 520 862 1 1297- 1857J 2313 1,2815 22 52 102 167" 46 i` 104 204 334 499 710 157 306 501 748 `1065 1461 408 668 997 1420 ' 1948 1 1. 5/3 1.5/3 1.9/4.7 1.5/3 1.5/3 1.5/3 1.9/4.7 2.8/7 4/9.9 6/15 1.5/3 1.513 1.914.7 2.8/7 1 4/9.9 ,4.9/12.3 6/15 1.5/3 (1.9/4.7 2.8/7 1 4/9.9 €4.9/12.3 6/15 99 1 164 98 197 329 ) 496 711 1288 146 296 493 744 i 1066 1453 1932 395 658 992 1422 11937 2576 24 79 1. 5/3 129 1. 6/3.9 80 1. 5/3 157 1. 5/3 257 84 1. 6/3.9 2.3/5.9 7 3. 3/8.3f 6/15 121 236 1. 5/3 1.5/3 386 1. 6/3.9 576 820 2. 3I5.9 3.3/8.3 1125 4. 5/11.3, 6l15 314 1. 5/3 515 1. 6/3.9 768 2. 3/5.9 1094 1500 3. 3/8.3j4.5/11.3; 6/15 26 76 15 3 128 1. 5/3.3 75 1533 153 L5/ 150/3.3; 256 I 387 20/ 5 12.8I70.15.9/14 555 1164 112 1 229 85 1S/ 3 (t53150/8255 383 580 1 833 28l7. 1 1150 3. 989.75.9514. 174T, 305 IE LS/ 3 41.50/3.3-20/b2.8/70.113.989.75.90/14. 511 f 773 1110 {'1533 2329 39 28 60 49 r 1.5/3 101 81 1. 5/3 58 51 1. 5/3 120 99 1. 5/3 202 1 306 162 242 1. 5/311.7/4.3 4, 344 2. 4/6.1t5.5/13. 1001 816 87 180 76 ` 148 1. 5/3 11.5/3 303 243 1. 5/3 459 1 6_61 363 517 1. 7/4.3 2.4/6.1 914 709 3. 4/845.5/13. 1501 1224- 240 19 1. 5/3 404 324 1. 5/3 61_ 2 484 1 1. 7/4.3 882 1219j 689 1 945 1 2. 4/6.1 3.4/8.45.5/13. 2001 1633 30 L 81 1. 5/3 95 15/ 3 161 J 246 { 1. 5/3 1.593318535.16/12. 355 861 68 143 15 3 1S/3 242_ J 15 3369 j 533 1593. 7j21?5.3 I738 29/ 7.35.992. 1291 190 1S/ 312533 323 15/ 3.7 492_ 393 710 j 984 560 766_tti 2. 1/5.3[29/7.3?5.1/12. 1721 1327 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. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the full width of the beam. For 2-ply, 3-ply or 4-ply beams; double, triple or quadruple Allowable Total Load and Allowable Live Load values. Minimum Required Bearing Lengths remain the same for any number of plies. 1'/ inch members deeper than 14 inches are to be used as multiple -member beams only. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Boiae Cascade EV ' s r.l vue i G, iri 08 .)4«015 kmi Nailing VERSA -LAMS & I (,) Nalling Parallel to Glue Llnes (Narrow Face) Perpendicular VEpRSA-RIM . to -Glue Lines, Wide Face) Product VERSA -LAM® 1.4"1800 Rimboard, a VERSA°LAM® VERSA LAM® 18As" 1'/." 3/' Wider All Products Nail Size Oi End O.C.End- O.IC. End O: End 8d Box`(0113"o x 2.5") 3 . V/2 2 1 . 2 ; '/2 2 Yr 3,8d.C'ommon '(0.131"o`x 2.5 ).. 3 2 2 3 2 ": 2 1 10d & 12d Box (0.128"o x 3", 3.25") 3 2 3 2 2 1 2 1ox --- -- A6d„Box . (0.135"o x 3..5") 3 2 3 2 2 f 1 2 r. 1 10dA 12d Common & 3 3' 2 j 2 2' 2 16d Sinker (0.148"o x 3 , 3.25 ) 16d.Common `' (0.162"e x3.5 6 " " 4` 6 . 3"= 2 2 2 ; 2 `< Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM®/rVERSA-RIM®. Use nails as specified by Simpson Strong -Tie. I= R.qA_I Ann® nrzcinn Vnh iA Allowable Allowable Wmbrit' Width Depth Weight Shear,`° Moment; of Inertia Grade in] Ib/ft]'# lb] r w [ft lb] . in,]•, 0 a N LU 1'/ 2 3'/ 2 1.5 998 776 5.4 51/ z 2.4 1568 1821 20.8 7% 3.2 2066 3069 47.6" 3'/ 2 1.8 1164 1058 6.3 5'/ 2 2.8 1829 2486 24.3 7'% 3.7 2411 4189 55.6 9% 4.7 3076 6636 115.4 9'/ 2 4.8 3159 6979 125.0 1 % 11'% 5.7 3741 9605 207.6 11% 6.0 3948 10638 244.2 14 7.1 4655 14517 400.2 16 8.1 5320 18682 597.3 18 9.1 5985 23337 850.5 24 12.2 1 7980 40183 2016.0 5'/ 2 5.6 3658'- 4971 48.5 , Q 1 w 7% 7.4 4821 8377 111.1 9'/< 9'4 =6151 13272 230.8 9'/ 2 9.6 6318 13958 250.1 3'/ 2 11'% 11.4 7481 19210 415.3 - 11% 12.1 7897 21275 488.4 14 14.2 9310 29035 800.3' 16 16.2 10640 37364 1194.7 18 18.3 11970. 46674 1701.0 20 20.3 13300 56952 2333.3 Nailing Parallel to Glue Lines Narrow Face) 3 x ' 1 f t Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1W thickness and greater, 2 rows of nails (such as for a metal strap) are allowed ( use M." 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)" 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 Gasoade c ' ::ern tte ,ide • 1 1 AIIoWaEile Azial'I-oad (I_b) ' '. . m 3'/2 ' x T/z" 31/2" x 4%" 3%" x 51/4 ' 31/2' x 51/z" 31/2 ' x 7" J 100% 115% 125% 100% 1115% 125% 100% 115% 125% 100% 115% 125% 100% 115% 125% 4 15,265 16,750 17,650 19,100 20,950 122 070 22,920 1 25,150 26,500 24,020 26,350 27,770 30,570 33,545 135,345 5 12,830 13,770 14 320 05016,050 j 17,220 17,910 19,260 3 ,20,670260a--- 21 505 20,185 21,660 22,530 25,690 27,580 28,680 6 10,580 11,190 11,540 13,240 13,9910 14,440 15,890 16,800 17,335 16,645 17,605 j 18,165 21190 22,410 23,120 7 8,745 9,160 9,400 10,940 1 11,460 11,760 13,130 13,760 14,120 13,755 14410 14,795 17,510 18,350 18,835 8 7,295 7,590 7 765 9,120 L 9,490 9,710 10,950 11,400 11,660 11,475 11,945 12,215 14,610 15 210 15 555 9 6,155 6,375 6,500 7,700 7,970 , 8 130 9,245 9 575 9,765 9,685 10,030 10,230 12,330 12,770 13,025 10 5,250 5415 5,510 6,570 6,770 6,890 7,885 8,135 8,280 8,260 8,525 '8 675 10,520 10,850 " 11,040 11 4,525 4,655 4,730 5,660 5,820 1 5,910 6,795 I 6, 07,100 7,120 7,325 7,440 9,065 9,325 I 9,475 12 3,935 4,040 4,095 4,920 5,050 5,120 5,910 6,065 j 6,150 6,195 6,355, 6,445 7,885 8,090 8,210 13 3,455 3,535 3,580 4,320 4,420 4,480 5,185 ? 5,310 5,380 5,435 5,565 1 5,635 6920 7,080 I 7,175 14 3,050 3,120 3,155 3,820 3,900 ' 3,950 4,585 I 4,685 4,740 4,805 4,905 1 4,965 6,115 6,250 1 6,325 31/2 ' x 71/4" 5'/4" x 5'/4" 51/4" x 5'/2 ' 51/4" x 7" 51/4 ' x 7'/4 ' 100% j 115% 125% 100% j 115% 125% 100% 115% 1 125% 100% 115% ! 125% 100% 1 115% 1 125% 4 31,670 134,750 36,625 1 -- - 5 26,615 28,560 29,705 6 21,950 23,215 j 23,950 34,355 37,695 I 39,715 36,010 1 39,495 41,610 7 18,140 ( 19,005 19,505 30,700 r33,170 1 34625 32,165 1 34,70 ,280 I 8 15,135 15,755 16,110 27,095_(. _28,910 ' 29,975 23,815 ( 25,180 25,980 28,390 24,950 130,295 ` 31,405 i 26,385 27,220 36,160 38,590 j 40,000 31,770 33,600 34,670 37,450 39,960 41,420 32,910 34.800 35,9109 10 12,770 13,225 13,490 10,895 11240 i `11,440 ' 20,950 22,005 22,620- 21 950 23,0601 23700 27,950 29,360 30 190 28 960 30 420 31,260 11 9,390 9;660 9,810 18,500 19,340 19,820 19,385 1 20,260120,770 24,690 25,810 i 26,450 25,570 26,720 27,400 12 8,170 ' 8,380 ; 8,500 41716,420 ! 17,085 75 7 2001 15183017,910 i - _ - - 2,910 2 8001223,320 1 - _ --- 22,690 23,620 24,150 13 7, 165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430 14 6, 335 6,470 6,550 13,120 13,570 ' 13,830 13,750 14,220 i 14,490 17,510 18,110 18,460 18,140 18,760 19,110 15 I `' 11,820 12,195 1 12 405 12,385 1 12,775 . 13,000 1`5,770 (16,270 16,56-6 16,330 16,850 17,150 16 I 10,690 1-11,005 11,185 11,200 1 11,530 11,720 14,270 14,690 14,930 14,780 1 15,210 15,460 17 9, 715 j 9,980 10 135 10,180 10,460 10;620 12,960 € 13,320 ;' 13,520 13 420 13,790 14,010 8,860 9,090 9,220 9,285 j 9,525 ! 9,660 11,820 12,130 12,300 12,250 12,560 L12,740 18 198, 1108310 8420 8,500 8,705 8,825 10,820 11090 11240 11210 11,480 11,640 20 7,455 7,625 7,720 7,810 1 7,990 + 8,090 9,950 10,170 ' 10,300 10,300 10,540 10,670 21 6,870 7 020 7,105 7,195 1 7,355 7,445 9,170'9370 9,480 820 9,490 9,70018209 , 22 1 AllowableDesign Stresses x 5; Notes 4 1) Table assumesthat the column is braced at column ends only. Effective Modulus of Elasticity: E = 1.8 x 106 psi column length is equal to actual column length. 2) Allowable loads are based upon one-piece (solid) column members used in dry service conditions. Contact project's design professional of record Bending: Parallel to Gluelines (Beam): F6 = 2750*(12/d)'/9 psi or Boise Cascade EWP Engineering for multi -piece column design. Perp to Gluelines (Plank): Fb = 2500*(12/d)"' psi 3) Allowable loads are based on an eccentricity value equal to;0.167 multiplied by either the column thickness or width (worst case). Compression Parallel to Grain: F = 3000 psi p cii 4) Allowableloadsare based on axial loaded columns using the design provisions of the National Design Specification for Wood Construction Compression Perpendicular to Grain: NDS), 2005 edition. For side or other combined bending and axial Parallel to Gluelines (Beam): Fcii = 750 psi loads, see provisions of NDS, 2005 edition. 5) Load values are not shown for short lengths due to loads exceeding,,., Perp to Gluelines (Plank): F_ L = 450 psi common connector capacities. Load values are not shown for longer lengths if the controlling slenderness ratio exceeds 50 (per NDS). Tension Parallel to Grain: Ft = 1650 psi 6) Lateral loads,(wind loading) are not considered in this table. Compression Mbdulus`of Horizontal Bending Parallel to Grain' Elasticity Shear Product Fe [Psil,- Fc [ psi] E (psi] Fv:['Rs] . VERSA-sTUW 1.7 2650 2650 3000 1,700,000 ass 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. Repetitive member and size factors have not been applied. Dimension lumber values taken from from 2012 NDS Supplement: For further design information, please see VERSA -STUD 1.7 2650 Design Values for Wood Construction (per 2012 IBC/IRC). Eastern Tall Wall Guide. i:e ,cad= -_ •_ru., peei e G,.le C".4;2rJ 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. 11 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! LC` MAnrsio Engine 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,bcoonnect.com/bcdeployer/index.htm z Ck erw.3.w+w+kxyl.ca[x+d A.lgi4ei®v r }woU t7g1P5 i Mxk' dad ti56i'.5 I aW 5 r CiWiBfa:3`iiwid iY 9iW aw..ra.6i.+A.w C•w S•rvih Oivi•uw h`k k3,s•-:E W',Pli dif Ci1L 1'131 k 16{RH hrau r•i.iiiv ,.R.y.1fuE FiM tY.k- :4t FOP i:$R k 11}14xJ :M'.w1'•Sy .'9N sSv wilre€sw ig(1— t!',t 'Lk 94 W a Id i3kSs-y,k.ii8®i€ki.q ir'f/t'Jk'il'a. eiwxia, If* 4emr5ksn 1i.YIn eda '.4 W<b3i .a+fatwwat riaiw+kr. a Jiw 6ilYn •sMK+ os2l e.+k'L Mw14 Q J¢,Slwi•f.f 1'3.•rYA pW. sl•r.+_f NrM te6rf FSYfal Y2E.m,Yeww wlC tv 1'€+4-?W a N T' :i„f(A Iri1 *A'X4 A.:%niKu i`e kmr*4ia n+aei rts^a+.*I F ., I xum r ?:r,•r +y:a Ura• eta w.t4 wxiwcr Bawllxxam av,6laas.f..+aRix w. cwa€r. r.e w.ioararr,a:a. D:',. to risleyi}tpli#ib i l'Orr:: rak}t 4iaf4kasu ua4Ari4 r xtt oxUeS--XUW ua. iXvleelrccrr. xP] CiFY'+MxCa'+'ia triS':f+i'91-+5Y 11JFMO€f'iM'3Uu,€x LY ikkM2lt.:aY a.`4 GR f!'/•AYT1,.uY+., iK: 4+:1:14.'Wtl{t°'.WF,.. i a.. u• AWN d'9Ea/l+ly".°JLta:KVbl}S nxs su:a.rta«a4 aame ha»na:ua+sacuwtmn.2?ae raet+i.csmxcaaxta r,7e+ralw KY—,i.,:5i€.• 5e: anr rr;.:z:Geaartnm:a,.snkZ'r.ar,;aeatx,:ea,,rai<. €.a.«,•ac«aas:...,ww.yra esois....,.._.: ade E'va-=asti;rn 5peii!e'a,ide 7 F1r1amiP9'_,qPqp, -Connectors Simpson Strong Tie7 Op T, V A' 4' M. I 1ITS lus SUR/L Joist De.1th gCl® CapacityHangerI [lbsl TNailinHeader 'Joist J ' Joist Depth gCl® Hanger Capacity! NailingI - hSIO Joist Deoth gCl® Hanger Capacity Itni- Nailin Header T Joist 9 1/2" 4500s ITS1.81/9.5 1 993 6-10d I 91/2" 4500s 1 9W 4500s SUR/1-1.81/9 1081 12-16d I 2-10dx1MV 5000s 6000s ITS2.06/9.5 1 993 ITS2.37/9.5 1 1225 6-10d 1 6-10d 1 5000s IUS1.81/9.5 IUS2.06/9.5 950 1 8-11 0d 5000s SUR/L2.06/9 1097 14 2 X1 '12" 10d6000s lUSZ37/9.51 950 1 8-1 0 d 6000s SUR/L2.37/9 1343 116d 12-10dx1/2" 6500s ITS2 1622 51 6 -10d 5_00s IUS2 W9.5 5 8-10d 06500s SUR/L2.56/9 1343 4- _ 6.d 14 - 16d 2-10dx1%" 4500s H/ 9.5 ITS1 11.881 i 68 JT6_- 1 PO Id Val, 4500s IUS1.8 1F 11.88 i9 185 1 1 0-10d 11 yell SUR/ 1-1.81/11 1306 16-16d 2-10dx1W' 5000s ITS2.06/11.881 1068 1 5000s l 1185 1 10-10d 4500s 5000s SUR/L2.06/11 1350 16-16d 2-10dxl'/2" 6000s 6500s ITS2. 37/11.881 1237 ITS2. 56/11.88'i 1237 1 6-10d 1 6-10d 6000s 1 ME 131h 1 :6158 1185 ' 10-10d 6000s 65005, SUR/ L2.37/11 SUR/ L2.56/11 1385 1385 16- 16d 16- 16d 2- 10dxl'/2" 2- 10dxl'/2" 65005IIUS2.56/11.881 1185 1 10-10d 60s ITS2.37/11.881 1237 1 6-10d 60s JIUS2.37/11.881 1185 1 10-1 Od 1 60 SU R/L2 L 1385 16-16d 2-10dxP/2" 90s ITS3.56/11.88- 1518 1 6-10d 90s JIUS3.56/11.88T 142o 12-loci go: 31111 ISUel01906 14-16d 2-10dx1%" 14" 4500s ITS1.81/14 i 1075 1 6-10d 14" 4500s IUS1 1144 22 PO 1122 Od 14" 4500s SUR/1-1.81/14 1675 20-16d 2-10dxll/2" 5000s ITS2.06/14 1 1081 1 6-10d 5000s IUS2:0"F'/1111190 11 5000s SUR/L2.06/11 1693 18-16d 2-10dxl'/2" 6000S ITS2.37/14 F-1-262 -F6-10d 6000s IUS2.37/14 1 1420 1 12-10d 1 6000s SUR/L2.37/14 1693 18-16d 2-10dxl'/2" 6500s ITS2.56/14 1 1262 1 6-10d 6500s ius2.56/14 1 1420 1 12-10d C 6500s SURI/L2.56/14 1693 18-16d 2-10dxl'/2" 60s ITS2.371114 1 1262 -1 6-10d 60s IUS2.37/14 1 1420 1 12-10d I 60s SUR/L2.37/14 1693 18-16d 2-10dxl'/2" 90S iTS3.56/14 1 1520 1 6-10d 90S 4 M35061422 12-10d 1 90S SURIL414 2050 18-16d 2-10dx11/2" 16 4500s ITS1.81/16 1 1081 1 6-1 Od 16" 4500s S1 :,1/1 6 60 14-1 Od 1 7 16 4500s 3URIL1.81114 1887 20-16d 2-10dxlY2" 5000s ITS2.06/16 1 1087 61 Od 5000s IUS2.06/16 00 11 6 6 06 1144 116 5000s SURIL2.06111 1920 18-16d 2-10dxl'/2" 8 ITS2.37/16 1 1268 1 6-10d 106000s IUS2.37/1 d 16000s SURIL2.37114 1920 18-16d 2-10dx1%" g6f050060060issITS2.56/16 1 1268 _T 6-1 Od 1 65-00-S 1US2.56/16 1 1660 14-1 Od 16500S SURIX2.56114 1920 18-16d 2-10dx1%" 6 60SOs11TS2.37/16 1 ?P8 1 P6-1 POld 60s IUS2.37/16 1660 14-10d s 4 1920 18-16d 2-1 Odxl'/2" 90S go, 6 1520 IT S356/1 90s IUS3.56/16 1425 14-1 Od 90S SUR/L414 2250 18-16d 2-10dx1l/2" it MIT B MIL) g 8 J i LSSU Joist Depth gCl® Hanger HangCapacity IIbsl L------ Nailin-q I Header l Joist Joist DeDth gCl® Haner gCapacityli Nailin fIbsI I Header l Joist Joist DeDth BCI® Hanger CapacityNailing Ilbs1 I Header l Joist 4500s MIT49.5 2325 1 1 2dxl'/2" 4500sl MIU15619 2305 1 16-16d 2-10dxll/z" 14500s LSSU125 995 9-10d 7-10dxl'/2" 91/ 2" 5000s 05 8 _16d 2_1Odx1%" 50 00sl 6W s MIU4 1219 P JU4.7519 2305 16-16d 2- '/2 v 2305116-16d 2 1 dx1 2' 9V2 5000s 60-00s LSSU2. 06 995 9-10d 7-10dxl'/2" 6000s MIT359.5-2 I 2305 I 8-16d I 2-10dxll/2" LSSU135 995 9-10d 7-10dxl'/2" 6500s MIT39,5-2 1 2305 8-16d 2-10dx1'/2" 6500sl MIU5,1219 2305 U MOW% 6500, LSSUH310 1425 14-10d 7-10dxl'/2" 4500s MIT411.88 2305 8-16d 2-10dx1'/T 4500s MIU3.56111 1 16-1 2880 0_16d 2_10dil I/ T 4500S LSSU125 995 9-10d 7-10dW/V 5000sMIT4,12111.88 2305 8-16d 2-10dxl]L 5000s M1U4,12111 2880 1 20-16d I 2-10ft'll/2' 5000s LSSU2.06 995 9-10d 7-10dxll/2" 11%" 6000s IT3511.88-2 2305 8-16d 2-10dx1%" 11 V'.' 6000s 6500sMIU4. 75111 MIU5, 12111 2880 i 20-16d C 12-10dx1%"_ 2880 20-16d 1 2-10dxl'/2' 11 V.,, Ooos 65- 00sl LSSU135 LSSUH310 995 1475 9- 1 Od 14- 10d 7- 10WI/V 7- 10dxl'/2" 6500s MIT311.88- 2305 1 8-16d 2-10a-x-V/2" 60s IMIT3511.88-2 2305 1 8-16d 2-10dxl'/2" 60s MIU4.75/11 2600 - _Y4 0 d -x1 % " 2292-11 90sIB7.12111.88 3800 1 14-16-d-T 2-10dxll/2" 90S HU412-2 3275 2d 1 2-10dxN_2" 60s LSSU135 995 9-10d 7-10dxl'/2" 4500s MIT414 2305 8-16d 2-10dxl'/2" 4500s MIU3.56114 3170 22-16d i 2-10dx1%" 90s LSSU410 1625 14-10d 12-10dx1%" 5000s M1T4.12114 2305 5000s MIU4.12114 3170 22-16d - 16OWY2' 24500s LSSU125 995 9-10d 7-10dx1%" 14" 6000s MIT3514-2 2305-+8-16d I 2-10dxll/;, 14" 6000s MIU4.75114 22_16d 31702_1 dx1 1/2" 5000s LSSU2.06 995 7-10dxl'/2" 6500s MIT314-2 2305 8-16d I 2-10dxl'/2- 6500s MIU542114 1 3170 2-1 :dd 2- Pdxj%" 6000s LSSU135 995 9-10d 7-10dxl'/2" 60s MIT3514-2 1 2305 8-16d 2-10dx1%" MIU4.75/14 1 2700 222-1 2 Oaxl Y" 14" 6500s LSSUZO 310 160014-1 Od 7-10dxll/2" 90S B7, 12114 3800 14-16d 2-10dxl'/2" 90s HU414-2 3870 1 26-16d 1 2-110MV 60s LSSS- U-135 995 9-10d 7-10dx11/2" 4500s MIT41623058-16d 2-10dx 4500s MIU3.56116 3455 1 24-16d i 2-10dxl"2 5000s LBV4. 12116 2460 10-16d 2-10dxl'/2" 5000s MIU4.12116 345! LSSU410 1625 14-10d 12-10dx1Y2" O-Qo- s MIT4.75116 2305 8-16d 2-10dxl'/2" 6000s MIU4,75116 45 5 24-1 6d 2-10dxlY," For more information. E= Strong -Tie at 1- 8DO-999-5099 or visit their website at www.strotigtie. 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 port requirementsbelow) or BClO 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 t slope exceeds YV per foot. Leave V, 6" clearance (M." maximum) between the end of the supported joist and the head of the hanger." At max design capacity shown, hangers may exceed standard W deflection by V32". For proper installation of the VPA, the 2-10dxl%" 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 composite lumber or sawn lumber (Douglas fit or southern pine species). Minimum support width for single- and double -joist top mount hangers is 3". Minimum support width for face mount hangers with 1 Od and 16d nails is 1%" and 2", respectively. 16" 6500s MIT5.12116 2305 8-16d 2-10dxl'/2" 16" 6500s MIU5.12116 14 24_ 1 6a 2-10dx1'/2" P910TIP 4 5116 2305 8-16d 2-10dxl'/2"' 60s MIU4.75/16 2725 24-16d 1 -10dxlY2" 2 IZ2/163800 14 -1 6d 10dxll/ 2 2" 90SHU414-2 3780 -16d 1 26 0 THATVPA Joist DepLh BCI11 Hanger Capacity 1 b Nailin Header a; j oist Joist Depth BCI1 Capacity Ffastener Hanger Ilbs 1Toi) Plate! Rafter 4500s THAII.81122 8, 6-1 Od 2-10dx1%" 4500s LSSU125 995 9-10d 7-10d 5000s THAl2.06122 1181 6-1 0 d 2-10dxl 5000s LSSU2.06 995 9-10d 7-1G 91W, 6000s THA13522 1393 6-1 Od 10 0 2-10dxl'/291/21, 6-00-0s LSSU135 995 9-10d 7-10dx1'/?_ 6500s THA1322 1393 6-1 Od I 2-10dx11/2' 6500s LSSUH310 1 1425 14-10d 7-10dx1% 4500s THA 11. 8 1/22 1443 6-10d 2-10dxll/2" 4500s 1 995 9 - 1.0. d 7-10dW/T 5000s THAl2.06 2 1443 6-10d 2-10dxl'/2" 5000s LSSU2.06 i 995 9-10d 7-110ft1l/T 117.11 6000s THA13522 1443 6-10d 2-10djX11/2'_'_ QOOs LSSU135 995 9-1 Od 1 7-10 d x I XT' 6500s THAI,322 1443 6-1 Od 10dW/2' 6566-- s LSSUH310 1475 14-10d 1 7-106111/2" 60s THA13522 1443 6-1 Od 2 -10dx111/2' 60s LSSU135 995 9-10d 7-110dx11/2' 90S THA1422 1715 6-10d 2-10dxl%" 90S LSSU410 1625 j 14-10d j 12-10d 1/-2,, 4500s THA11.81/ 22 1600 6-10d 2-10dx1'/2" 4500s s LSSU125 9959-10d 7-10dxlY2" 5000s THAl2.06122 1600 6-10d 2-10dxl'/2" 5000S LSSU2.06 995 9-10d 7-10dxlY2" 14" 6000S 6500s THA13522 THA1322 1600 1600 6- 10d 6- 1 Od 2-10dxl%" 2- 10dxll/2" 6000s LSSU135 995 9-10d 7-10dxl'/2" 14" 6500s LSSUH310 1600 1 14-1 Od 7-10dxlY2" 60s THA13522 1600 6-10d 2-10611/2" 60s LSSUI 9-10d 1 7-10dx1%" 90S THA1422 1715 6-10d 2-10dx1'/2' 90S LSSU410 1 1625 1 14-10d 1 12-10dx1'/2" Boise Cj's'; ade E=as-ef I I Spex;jfiel ' isle - C61;041:20 ' Framing Connectors--- THO TFL THE SKH Joist gCI® Hanger" Capacity NailingJoist gCI® Hanger - Capacity Nailin Joist BCI® Hanger Capacity Nailin ep% =Ibsj Header E Joist Depth _[Ibsj Header. Joist Depth . Ibs _Header Joist 4500s TH017950 993 6 tOd 2 10dx1%' 4500s THF17925 910 8) 10d 2)10dx1%" 4500s SKH1720LIR 1153 (14) 10d (10)1OdxlXV SOOOs TFL2095 993 6 10d1 2 10dx1%' 5000s1 THF20925 910 8 10d 2 10dx1%" 5000s SKH2O2OLIR 1153 14 10d 10 1Odx1%' 9" 6000s TFL2395 1225 6 10d' 2 1Odxl%/ 9/ 6000s THF23925 1275 12 10d 2 10dx1—, 9/2" !6000sl SKH2320L/R 1384 14 10d 10 1Odx1'/T 6500s TFL2595 1225 6 10d I 2)tOdxlYi' 6500s THF26925 1275 12 10d (22)10dx1'/V 6500sl SKH252OLIR 1384 04 10d 10 1Odxl%" 4500s TH017118 1068 (6)10d i (,IOdxlW 4500s THF17112 910 8 10d 2 1Odx1Y:" 4500sl SKH1720L/R 1434 16 10d 10)10dx1Y:" 5000s TFL20118 1068 6) 10d j (2) 10dx1M' 5000s THF20112 910 8 10d 2)10dx1Yz" 5000s1 SK_H2O2OLIR 1434 _(16) 10d (10 10dx1'/2" 6000s TFL23118 1237 6 1Od 2 10dx1%" „ 6000s THF23118 1300 14 10d 2 10dx1Yz' 6000s SKH2320L/R 1434 16 10d 10 10dx1Y2' 6500s TFL25118 1237 6 10d 210dx1Yz' 11/8 6500s THF26112 1300 14 10d 210dxl'/2" 11/8 6500s SKH252OLIR 1434 16 10d 10)10dx1%' 605 TFL23118 1237 6) 10d . (2 10dx1'/:" 60s THF23118 1300 14 tOd 2)10dx1'/:" 60s SKH2320L/R 1434 _(16)_10d Al0)10dx1Y:" 90s I TH035118 1589 10 tOd (2)10dx1'/" 90s THF35112 1612 16 10d 2 10dx1'/2" 90s SKH41OLIR 1900 16 16d —(to 16d 4500s TFL1714 _ 1325 6) 10d ,)10dxP/,' 4500s THF17140 1075 (12) 10d U10dx1'/z" 4500s SKH1724LIR 1562 _(16LOd 10)_10dx1%" 5000s TFL2014 1081 (6)10d 12 10dx1%' 5000s THF20140 1081 12 10d 2 10dxl%" 5000sl SKH2O24LIR 1562 16 10d 10 10dx1%' 6000s TFL2314 1262 (6)10d 2 10dx1'/" 6000s THF23140 1350 18 10d 2 10dx1'/2" 6000s SKH2324L/R 1562 16 10d 10 10dx1%:" 14 6500s TFL2514 1262 6 l Od ! 2 10dx1 / 14 6500s THF26140 1350 (18) 1 Od (2)10dx1'/V 14" ( 6500s : SKH2524LIR 1562 _(16) 10d 00 10dx1 Yz" 60s TFL2314 1262 6 1Od 12 10dx1%" 60s THF23140 1350 18 10d 2 10dx1Y2" 60s SKH2324L/R 1562 16 10d 10 10dx1%" 90s TH035140 1625 12 10d; 2 10dx1%i' 90s THF35140 1650 20 10d (2) 10dx1''/V 90s SKH414LIR 2050 _C22l6d (10) 16d 4500s TFL1716 1081 (61 10d 2 10dx1'/:" 4500s THF17157 1475 24 10d 2 10dx1'/z' '4500S SKH1'724L/R 1690 16 10d 10 10dX1'/i' 16" 1087 6 10d; 2 10dx1%' 5000s THF20157 1465 24 1od 2 10dx1%' 5000s SKH2O24UR 1562 1s 1od 10 10dx1Yi' 1268 6)10d L 10dx1Y" 6000s THF23160 1362 22 10d (2 10dx1Y2 6000s SKH2324L/R 1690 16 10d 1_ Odx1'/z' 1268 6 10d j 2)10dx1' 16 6500s THF26160 1362 (22) 1Od 2)10dx1%d' 16 6500s `SKH2524L/R 1690 16 10d 10 10dx1'/z' 1268 6 10d 2 10dx1Y:" 60s THF23160 1362 22 tOd 2 10dx1Yz' 60s 'SKH2324L/R 1690 16 10d(10)10dx1%' 0 1660 12 10d' 2 10dx1%' 90s THF35157 1687 22 tOd 2 10dx1Yz' 90s SKH414UR' 2250 22 16d 10 16d THO Double BPH THE Double e HD LSSH Joist gCI® Hanger -,.-Capacity NailingJoist gCI® Hanger Capacity Nailin Joist gCl® Hanger Capacity Nailing e tfiItis Header- Joist De th Ibs -Header :. Joist De th Ibs Header -. " Joist , 4500s TH035950 2050 10 10d 210dx1'/' 4500s THF35925 1370 12 10d 210dx1'/" 4500s `LSSH179F1412 10 10d 7 10dx1'%" 5000s TH020950-2 2330 10 16di tOd SOOOs 7HF20925-2 1390 12) 10d (6110d g1V 5000s LSSH2O 10 10d 7 10dx1%" 9/ z" 9%' 6000S LSSH23 --10 10d 7 10dxt%' 6000sTH02395Q=2 2825 10 16d 6 10d 6000s THF23925.2 1625 14 10d 6)tOd 6500s'" LSSH25 10 10d 7 10dx1%' 6500s TH025950-2 2825 10 16d 6 10d 6500s THF25925-2 1390 12)10d 6 10d 4500s LSSH179 10 10d 7 tOdxlYz' 4500s TH035118 2050 10 10d 2 10dx1'/" 4500sl THF35112 1825 16 10d 2 1Odxl%" SOOOs LSSH2O 10 10d 7 tOdx1%'5000s TH020118-2 2330 10 16d (6 10d 5000s THF20112=2 1855 16 10d 6 10d 6000s LSSH23 10 10d 7 10dx1%" 11'/;' 6000s TH023116-2 2925 10 16d I (6) 10d , 6000s THF23118-2 1855 16) lOd 6 10d 8 6500S LSSH23 10 10d 7 10dxl'/:" 6500s TH025118.2 -„ 2925 (10) 16d 6 10d 6500s THF25118-2[ 1855 16" 10d 6 10d 60s LSSH23 1140 14 16d 12 10dx1%d' 60s TH023118-2 3212 10 16d 6 10d 60s THF23118-2 1855 16)10d 6 10d 90s LS5H7 1140 14 16d 12 10dx1%z' 90s BPH71118 3455 10 16d' (6)10d 90s HD7120 2255 16 16d (6)10d 4500s LSSH179 1140 10 10d 7 10dx1%z" 4500s TH035140 2315 12 10d 210dx1'/d' 4500s THF35140 2320 16 10d 210dx1% 5000s LSSH2O 1140 10 10d 710dx1X2' 14" 6000s LSSH23`' 1140 10 10d 7 10dx1%' 5000s TH020140-2 2330 10 16d. (6)10d 5000s THF20140-2 2320 20 10d 6 10d 6500 1 LSSH23 1675 0 10 7 10dx1'd' 6000s TH023140-2 3350 12 16d 6 10d 6000s THF23140-2 2540 20)10d 6 10d 60 LSSH2 1140 14 16 12 10dx1':" 14 6500s TH025140=2 3350 12 16d 6 10d 14 6500s THF25140.2 2500 20 10d 6 1Od 90 LSSH 1920 14 16 12 10dx1 2 60s TH023140.2 3535 12 16d 6 10d 60s THF23140-2 2540 20 10d 6 10d 4500s L 'H17 1140 10 10 7 10dx1"' 90s BPH7114 3455 10 16d 6 10d 905 HD7140. 2820 20 16d(2) 1 0d 5000 LSSH2O 1140 10 10 7 10dxl%" 4500s TH035160 2359 12 10d 2 10dx1%" 4500s THF17157-2 2425 22 10dx1'/" 16" 6000 LSSH2 1140 10 10 7 L x1 6000s LSSH2 1825 10 10 7 10dx15000s TH020160-2 2330 10 16d (6 10d 5000s 60 L H2 26000s TH023160.2 3137 12 16d 6 10d „6000s-THF23160-2' 3050 24 10d10d 9 0 6 1 Odx "' 16 6500s TH025160-2 3137 12 16d 6 10d t6 6500s HF25160-2 3000 24 10d 6 10d U + p For more information, 60s .TH023160-2 3535 12 16d 6 10d 60s THF23160-2 3050 24 10d 6 7 10dr 90s BPH7116' 3455 10 16d 6 10d 90S HD7160 3385 24 16d 8 10d STRUCTURAL contact CONNECTORS* USP Structural Connectors at1- 80D-328-5934 or General Notes www.uspconnectors.com Bold Italic hangers required web stiffeners. Capacities will vary with different nailing criteria and/or MSH TMP support conditions: contact supplier or USP Structural a ' • Connectors for further information. Joist ®' ' Capacity -" _ :-Nailin Joist' ® Capacity 'Fastener BCI Hanger BCI Hanger De ' th [Ibs Header Joist De lli Ibs To Plate Rafter Capacity values shown are either hanger capacity values 4500s 4500s TMP175_ 1125 (6) 10d 4 1) Odx1'%" (see support requirements below) or BCI® Joist end 9Y2„ 5000s 9,/z, 5000s TMP21 1125 (6 10d 4 10dx1'%' reaction capacities —whichever is less. ° 6000S 6000s TMP23 1375 6 10d 4 10dx1'/T All capacity values are downward loads at 100 /o load 6500s _ i_ 6500sl TMP25 1375 6 1Od 4 1OdxlW duration. 4500s 4500s TMP175 1150 6 10d 4 10dx1'/K Use sloped seat hangers and beveled web stiffeners when 5000s 5000s TMP21 1290 AM 1Od 4 10dx1'W gCI® Joist slope exceeds per foot. 6000s MSH2322V14316 10d 4)10dx1M ,, 6000s ___TMP23 1425r6l 4) 10dx1Yz" Leave'hs' clearance ('la" maximum) between the end of 6500s MSH322' ' 6 10d 4 10dx1%:" 6500s TMP25 1425 4 10dx1 X'the supported joist and the head of the hanger. 6) 10d410dx1%' 60S TMP23 1425 4 10dx1'/:"90s MSH422: 6 10d 6 10d 90s TMP4 1800 4 10dxl%" For BCI®Joist applications, consult USP for capacity 4500s MSH1722`( 6) 10d (4410dx11/2 4500s TMP175 1150 4 10dx1%" reduction. SOOOs 5000s TMP21 1290 4 10dxl%" Support Requirements 6000s MSH23226 10d 4 10dx1Y:" „ 6000s TMP23 1525 4 10dx1YY' 14 6500s MSH322`(6)10d 410dx1'/" 14 6500s TMP25 1525 410dx1Y"Support material assumed to be Boise Cascade 60s MSH2322 6 1Od 410dx1Y' 60s TMP23 1525 structural composite lumberorsawnlumber 90S ---- _- 90s TMP4 1850 410dx(Douglas fir or southern pine species). 4500s MSH1722 1668 6 10d (4 10dx1%' 4500s TMP175 1150 410dx1%" Minimum support width for single- and double -joist top 5000s 5000s TMP21 1290 4 10dx1%' mount hangers is 3": (1'/2" for THO hangers). 6000s MSH2322 1668 16) 10d 4 10dx1%' „ 6000s TMP23 _ 1550 (6 10d 4)10dx1%" Minimum support width for face mount hangers with 10d 16,6500s MSH322 1668 6 10d ( 4 10dx1'/z" 16 6500s 5 1550 6 10d 4 10dx1%d' and 16d nails is 1W and 2", respectively. 60s MSH2322 1712 (6) 10d 4)10dx1%' 90s sots= G q ,-a le E ' <s ern ecat .-de - 08 . i 20' 5 s.a iiP 2 t :,aw n,`'f; 'r -may-,, 4,14,, a £,-rye i r 'n a, are a Boise Cascade has a proven track record of providing quality wood products and a nationwide building materials r distribution network for our customers, helping them to enhance their own businesses. Boise Cascade Engineered Wood Products build better homes with stronger, stiffer floors using only 1lfetli7le GUarartteed wood purchased in compliance with a number of green building programs. Take a moment to view our Quality and Performance sustainabili certification site at http://,vvww,bc.com/ tY p Boise Cascade warrants its BCI1 Joist, I .i sustainabilitylcertification-audits/ or view our green I VERSA-LAMO", and ALLJOIST'i" products brochure at www.bc.com/instll. to comply with our specifications, to be Boise Cascade Engineered Wood Products k ® free from defects in material and workmanship, throughout North America can now be ordered and to meet or exceed our performance FSC® Chain -of -Custody (COC) certified, enabling i specifications for the normal and expected life of ; homebuilders to achieve LEEDO points under U.S. the structure when correctly stored, installed and Green Building Council® residential and commercial used according to our Installation Guide. green building programs including LEED for Homes`; and LEED for New Construction. Boise Cascade n Engineered Wood Products are available as PEFC® Chain - of -Custody certified, SFI® Chain -of -Custody certified and ' SFI Fiber -Sourcing certified, as well as NAHB Research a' If in doubt, ask! Center Green Approved, enabling homebuilders to also For the closestobtaingreenbuildingpointsthroughtheNationalGreen Building Standard. Boise Cascade EWP distributor/support center, call 1-8 0-232 078800 Un BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALC, BC COLUMN, BC FRAMER, BOISE CASCADE RIM BOARD, BOISE GLULAM, SIMPLE FRAMING SYSTEM, VERSA -LAM, VERSA -RIM, VERSA -STRAND, and VERSA -STUD are trademarks of Boise Cascade Company or its affiliates. For information about Boise Cascade Engineered Wood Products, including sales terms and conditions, warranties and disclaimers, visit our website at www.BCewp.com Your Dealer is: Boise Cascade Engineered Wood Products Great products are only the beginningv If no dealer is listed, call 1-800-232-0788 Cop),right © Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 RECORD COPY f Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. WKS MiTek RE: WPO131 - MiTek USA, inc. Site Information: .' 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WPO131 Model: 2260 Tampa, FL 33610-4115 Lot/Block: 131 Subdivision: Wyndham Preserves Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address. - City.. State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/ TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37. 0 psf Floor Load: N/A psf This package includes 21 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Enqineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 IT14576785 A1G 7/16/18 118 IT14576802 JEN2 7/16/18 12 I T14576786 I A2 17/16/18 119 I T14576803 I HJ7 17/16/18 13 I T14576787 I A3 17/16/18 120 I T14576804 I V3 17/16/18 14 I T14576788 I A4 17/16/18 121 I T14576805 I V5 17/16/18 15 I T14576789 I A5 17/16/18 I SAa ; .<6 D REVI Q 16 I T14576790 I A6 17/16/18 17 IT14576791 IA7G 17/16/18 18 I T14576792 161 GE 17/16/18 19 I T14576793 1132 17/16/18 110 IT14576794I133 I7/ 16/18 1 VtLo Nc I'll I T14576795 I B4 17/16/18 112 IT14576796 CA 17/16/18 113 I T14576797 CJ3 7/16/18 114 I T14576798 I CJ5 17/16/18 1 115 I T14576799 I EJ7 17/16/18 1 116 I T14576800 I EJ7G 17/16/18 11 1'17 IT14576801 EN1GE 17/16/18 The truss drawing( s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer' s Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports,` dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1; Chapter 2. IIIl11:I11IILIf No 68182 O STATE OF 41 OR IIIIIt111. 001 Joaquin Velez.PE NoM182 KTek USA, Inc: Ft Gert 6634 6904 Parke East Blvd. Tampa FL 33610 bate: July 16, 2018 Velez, Joaquin 1 of I Job Truss Truss Type Qty Ply T14576785 WPO131 Al G Hip Girder 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Flonda 33566 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:29 2018 Pagel ID:75SJeCQ8yQW2itGVr5nBLly96Pw-my3vSUIV11JKvK9TTKaB1 EmBbFVB_g9wBGA7XwyxV?4 4-8-9 . 1 1 . 4--13 5x8 = 2x4 II 5x8 = 5x6 = 5.00 12 4 18 19 5 20 21 6 22 23 7 M 2 3-2-2 3-9-14 1-0-0' Scale = 1:48.9 9 10io 5x8 = 17 16 24 25 15 12 11 26 14 27 13 28 29 5x8 = 2x4 I 3x4 = 5x8 = 5x8 = 2x4 4x10 MT20HS = 2x4 11 3x4 3 3x4 8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.34 13-15 982 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) 0.64 13-.15 521 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.18 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 141 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No,2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2106/0-3-8, 9=2106/0-3-8 Max Horz 2=46(LC 31) Max Uplift 2=-688(LC 4), 9=-688(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4669/1512, 3-4=-4546/1538, 4-5=-5410/1846, 5-6=-5410/1846, 6-7=-4245/1452, 7-8=-4547/1537, 8-9=-4668/1511 BOT CHORD 2-17=-1362/4227, 16-17=-1362/4227, 15-16=-1345/4207, 13-15=1756/5409, 12-13=-1756/5409,11-12=-1344/4226,9-11=-1344/4226 WEBS 4-16=-88/587, 4-15=-482/1464, 5-15=-526/322, 6-13=01383, 6-12=-1432/474, 7-12=-318/1295 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=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=688, 9=688. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 199 lb down and 198 lb up at 7-0-0. 111 Ito down and 110 lb up at 9-0-12, 111 lb down and 110 lb up at 11-0-12, 111 lb down and 110 lb up at 13-0-12, 111 Jb down and 110 lb up at 14-11-4, 111 lb down and 110 lb up at 16-11-4, and 111 lb down and 110 lb up at 18-11-4, and 199 lb down and 198 lb up at 21-0-0 on top chord, and 351 lb down and 120 lb up at 7-0-0, 85 lb down at 9-0-12, 85 lb down at 11-0-12, 85 lb down at 13-0-12, 85 lb down at 14-11-4, 85 lb down at 16-11-4, and 85 lb down at 18-11-4, and 351 lb down and 120 lb up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Joaquin Velez PE No.68182 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Inc. FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. maul, . 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent. bracing 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, see ANSI/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 36610 Job Truss Truss Type Qty Ply T14576785 WP0131 A1G Hip Girder 1 1 Job Reference (optional) Builders FirstSourGe, Tampa, Plant Gity, Flonda 33566 8:220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:29 2018 Page 2 ID:75SJeCQByQW2itGVr5nBLly96Pw-my3vSUIMlJKvK9TTKaB1 EmBbFVB_g9wBGA7XvyxV?4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 2-9=-20 Concentrated Loads (Ib) Vert: 4=-1 52(F) 7=-152(F) 16=-351(F) 12=-351(F) 18=-111(F) 19=-111(F) 20=-111(F) 21=-111(F) 22=-111(F) 23=-111(F) 24=-61(F) 25=-61(F) 26=-61(F) 27=-61(F) 28=-61(F) 29=-61(F) WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMll-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 this design into the overall AMW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610 Job Truss Truss Type Qty Ply T14576786 WP0131 A2 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 24 2018 Mi Talk I D:75SJeCQ8yQ W2itGVr5n BLly96Pw-EBcHgr 1-0-0, 5-8-11 - - 9-0-0 _ 14-M _ _ _-.19-0-0 22-3-5 r1-0SOT 5-8-11 33-5 — j 5-0-0 5-01 3-3-5 4x6 = _ 3x4 = 4x6 4 5 6 Inc. Mon Jul 18 12:13:30 2018 Pagel Jkg125QZSIScfsEjGO3Qwvh3MyxV?3 28-0-0 5-8-11 Scale = 1:48.9 3x8 = 12 10 3x8 = 3x8 = 4x6 3x8 = 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 0.60 Vert(LL) -0.17 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.37 10-12 >893 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 , Matrix-SH Weight: 129 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS, 2x4 SP No.3 REACTIONS. (lb/size) 2=1087/0-3-8, 8=1087/0-3-8 Max Horz 2=-58(LC 13) Max Uplift 2=-278(LC 8), 8=-278(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or. less except when shown. TOP CHORD 2.3=-2104/1424, 3-4=-1846/1198, 4-5=-1681/1139, 5-6=1681/1139, 6-7=-1846/1198, 7-8=-2104/1425 BOT CHORD 2-12=-1240/1894, 10-12=-1043/1877, 8-10=-1146/1894 WEBS 3-12=-282/432, 4-12=-310/508, 5-12=-342/246, 5-10=-342/246, 6-10=-311/508, 7-10=-282/432 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=3.Opsf; h=15ft; Cat. 11, Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 29-0-0 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=278, 8=278. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 _ 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verify design parameters. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 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 verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MST@k' is always. required for stability. and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Criteria, OSB-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 36610 Job Truss Qty PlyT145767WPO1317,,usspe A3 2 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 5-9-13 5x8 = 4 8,220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:32 2018 I D:75SJeCQ8yQ W2itGVr5nBLly96Pw-AXk25VKN 1 yhu mou29T7uft0pnSddB7xMuDOn8 0 22-9-13 ,,... _ _ 28-0-0 _ 0 5-9-13 5-2-3 ' r1-0-0' Scale = 1:48.9 4x6 = 5 3x6 = 13 12 10 - 9 3x6 = 2x4 I 3x4 = 3x4 3x8 = 2x4 II 5-2-3 5-9-13 6-0-0 5-9-13 5-2-3 Plate Offsets (X Y)-- 12:0-3-0 Edgel 14:0-5-12 0-2-81 (7:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.12 12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.22 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size). 2=1087/0-3-8, 7=1087/0-3-8 Max Horz 2=-70(LC 13) Max Uplift 2=-273(LC 12), 7=-273(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2213/1497, 3-4=-1669/1104, 4-5=-1492/1080, 5-6=1670/1104, 6-7=-2213/1498 BOT CHORD 2-13=-1322/1986,12-13=-1322/1986, 10-12=-784/1492, 9-1 0=-1 225/1985, 7-9=-1225/1985 WEBS 3-12=-542/579, 4-12=-165/372, 5-10=-149/372, 6-10=-541/580 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=3.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-2-3, Exterior(2) 5-2-3 to 29-0-0 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=273, 7=273. I I Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 A'WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE.MII-7473 rev. 1010312015 BEFORE USE. Design validfor 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 property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - 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, see ANSIITPII Quality Criteria, DSa-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 36610 - Job Truss Truss Type Qty Ply d T14576788 WPO131 A4 Hip 2 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 1-007=7-12 5-4-4 4x6 = 4 8. 220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:33 2018 ID: 75SJeCQ8yQW2itGVr5nBLly96Pw-ej1QIrL?oFplNyTFiAe7B4wvXswlwYYW6t8L I 15- 0-0 20-44_.--'-- i .28,0=0-------_.__----' 2- 0-0— 544 7-7-12 - 1-0-0' Scale = 1:48.9 4x6 = 5 46 = 13 12 10 9 4x6 = 2x4 3x4 = 2x4 3x4 = 3x4 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.17 2-13 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) 0.26 2-13 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1087/0-3-8, 7=1087/0-3-8 Max Horz 2=81(LC 12) Max Uplift 2=-286(LC 12), 7=-286(LC 13) FORCES. ( lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2075/1367, 3-4=-1466/1019, 4-5=-1297/986, 5-6=-1466/1019, 6-7=2075/1367 BOT CHORD 2-13=-1153/1840, 12-13=-1153/1840, 10-12=-639/1297, 9-10=-1059/1840, 7- 9=-1059/1840 WEBS 3-13=-6/300, 3-12=678/604, 4-12=267/378, 5-10=-267/378, 6-10=-678/604, 6- 9=6/300 PLATES GRIP MT20 244/190 Weight: 132 lb FT = 20% Structural wood sheathing directly applied or 2-9712 oc purlins. Rigid ceiling directly applied or 4-7-0 ocbracing. 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=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi= 0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 29-0-0 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s). except Qt=lb) 2= 286, 7=286. WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 Joaquin Velez PE No.68182 MiTek USA, Inc. FLCert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 mo. MiTek' 69D4 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T14576789 WP0131 A5 Common 10 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 24 2018 MiTek Industnes, Inc. Mon Jul 16 12:13:34 2018 Page 1 ID:75SJeCQ8yQW2itGVr5nBLly96Pw-6vsoVBMeZZxc?62RGuAMkIT2hGD_e1 DfLXtuC7yxV?? r1-0-0, _ 6-9-3. 14-0-0 21-2-13 _ 28-0-0- - _ 29-M. _ 693 7213 7213 693 100 Scale: 1 /4"=l' 5.00 12 4x6 = 5 3x8 = 3x4 = 3x6 = 3x4 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.22 2-12 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.48 2-12 690 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix-SH PLATES GRIP MT20 244/190 Weight: 125 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1087/0-3-8, 8=1087/0-3-8 Max Horz 2=87(LC 16) Max Uplift 2=-292(LC 12), 8=-292(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2078/1686, 3-5=-1777/1487, 5-7=-1777/1487, 7-8=2078/1686 BOT CHORD 2-12=-1444/1873, 10-12=-760/1221. 8-10=-1451/1873 WEBS 5-10=-423/598, 7-10=435/596, 5-12=-423/598, 3-12=-435/596 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=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 14-0-0, Corner(3) 14-0-0 to 20-0-0. Exterior(2) 20-0-0 to 29-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=292, 8=292. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property. damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available.from Truss Plate Institute, 218 N.Lee Street, Suite 312, Alexandria, VA 22314. Ig Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 MiTek' 6904 Parke East Blvd. . Tampa; FL 36610 Job Truss Truss Type Qty Ply T14576790 WPO131 A6 Roof Special 1 1 Job Reference (optional) builders Flrstbource, I ampa, Plant City, Florida 33566 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:35 2018 Page 1 I D:75SJeCQ8yQ W2itGVr5n BLly96Pw-a6QA1XMGKt3TdFcdgbhbGVOE VgZiNTWoaBdSkZyxV?_ 1-0-0 5-5-14 7-1-15+ 10 4 11_ 19-0-0 _ _..22-3-5 _ .- _.28-0-0 _ .29-0-0_ 1-0-0 5-5-14 1-8-1 3-2-1 1-4-0 7-4-0 3-3-5 5-8-11 1-0'-0 Scale = 1:49.7 4x6 = 4 55X6 4x6 3x8 = 13 12 - 10 3x8 = 2x4. II 3x8 = - 4x6 3x8 = i __ _7-1-15 10-4-0 11-8-0 19-0-0 28-0-0 7-1-15 9-0-0 Plate Offsets (X Y)-- f2:0-4-2 0-1-81 (8:0-4-2 0-1-81 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 0.91 Vert(LL) -0.16 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.35 8-10 >949 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 134 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-10 REACTIONS. (lb/size) 2=1087/03-8, 8=1087/0-3-8 Max Horz 2=66(LC 16) Max Uplift 2=-268(LC 12), 8=-318(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2091/1617, 3-4=-1711/1393, 4-5=-1700/1433, 5-6=-1699/1421, 6-7=-1858/1467, 7-8=-2097/1715 BOT CHORD 2-13=-1354/1857, 12-13=-1354/1857, 10-12=-1187/1837, 8-10=-1467/1887 WEBS 6-10=-289/461, 7-10=-249/469, 4-12=-1079/1293, 5-12=932/842, 3-12=466/574 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=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 10-4-0, Corner(3) 10-4-0 to 11-8-0, Exterior(2) 11-8-0 to 19-0-0, Corner(3) 19-0-0 to 25-0-0, Exterior(2) 25-0-0 to 29-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=268, 8=318. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Miami, Design valid for use only with MiTek® connectors. This design isbasedonly upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of designparametersand property incorporate this design into the overall building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftwsses and truss systems, see ANSI/TPl1 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 36610 Job Truss Truss Type Qty Ply T14576791 WPO131 A7G Roof Special Girder 1 1 Job Reference (optional) t3udders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:37 2018 Page 1 ID:75SJeCQByQW2itGVr5nBL1y96Pw-XUYx8DOWsUJBsZmOxOj3Mw5ecTMnrFJ51 V6YoSyxV__yr r1-0-0 6-11-1_ 10-4-0 13-8-0 Tom_ 17-2-0.. 2t_0-0, _.__ _:. 23-9,13 29,0-0 - 1-0-0 6-11-1 - ' 3-4-15 3-4-0 3F>_4 3-g-12 2-9-13 4-2-3 1-0-0 Scale = 1:50.8 4x6 = 3x6 _ _ 16 15 4x10 MT20HS = 13 12 11 3x12 MT20HS 2x4 5x8 = 3x8 = 7x10 = 2x4 11 6-11-1 10-4-0 13-8-0 17-2 21-0-0 23 0I6-11-1 - 3-4-15 3-4-0 3Fi-4 1 48' 3-9-12 2-9-4-2-31 Plate Offsets (X,Y)—(2:0-2-9,0-0-111.17:0-7-12,0-2-01.19:0-3-0,0-1-81.112:0-3-8,0-4-121 LOADING (psfl ,' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.26 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.48 13-15 >690 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-10 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1554/0-3-8, 9=2469/0-3-8 Max Horz 2=66(LC 12) Max Uplift 2=-425(LC 8), 9=-770(LC 9) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3312/875, 3-4=-2948/864, 4-5=-2932/849, 5-6=-5069/1562, 6-7=-5069/1562, 7-8=-5547/1744, 8-9=-5623/1734 BOTCHORD 2-16=-783/2987, 15-16=-783/2987, 13-15=-1276/4611, 12-13=-1535/5202, 11-12=-1544/5140, 9-11=-1544/5140 WEBS 3-15=-422/218, 4-15=-585/2068, 5-15=-2551/851, 5-13=284/710, 7-13=483/609, 7-12=-610/1998 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=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=425, 9=770. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 88 lb up at 21-0-0 on top chord, and 1518 lb down and 476 lb up at 20-9-8, and 290 lb down and 122 lb up at 21-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-54, 5-7=-54, 7-10=-54, 2-9=-20 Concentrated Loads (lb) Vert: 7=41(B) 12=-1808(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members. only. Additional temporary and permanent bracing is always required for stability and to prevent collapse wfth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite. 312, Alexandria, VA 22314. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T14576792 WP0131 B1GE Common Supported Gable 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-M 10-4-C 1-0-0 10-4-C d 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:38 2018 Page 1 ID:75SJeCQ8yQW2itGVr5nBLly96Pw-?g5JLZP8doR2UjLCYEIu8exbtnYawgFG9r6Kuyx\ _x 20-8-0 Scale = 1:36.1 4.6 = 7 3x4 = - 22 21 20 19 18 17 16 15 14. 13 3x4 = 3x4 = Id LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) . -0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix-SH Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-8-0. lb) - Max Horz 2=72(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 12, 2, 19, 20, 21, 22, 16, 15, 14, 13 Max Grav All reactions 250 lb or less at joint(s) 12, 2, 18, 19, 20, 21, 22, 16, 15, 14, 13 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 10-4-0, Corner(3) 10-4-0 to 16-4-0, Exterior(2) 16-4-0 to 20-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see. Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI1TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 2, 19, 20, 21, 22, 16, 15, 14, 13. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12, 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-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 - M a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - SUN 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 truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 36610 - Job Truss Truss Type Qty Ply T14576793 WPO131 B2 Common 1 1 Job Reference o [tonal Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:39 2018 Page 1 I D:75SJeCQ8yQW2itGVr5n BLly96Pw-TtfhZUPmO5ZV5tw03RIXRLA?oHOwJL40 VpbfsKyxV_w 1 0 0 5-1-9 ...: w.. 1-,•0-44-0._ _:. _. _ ._ __ 3.5=6-7 20-8-0 1-0 0 5-1-9 5-2-7 r—r - 5-2 7 ,. 5-1-9 Scale = 1:34.9 4x6 = 4 Ig 3x6 = 3x4 = 3x4 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.10 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.19 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=755/Mechanical, 2=821/0-3-8 Max Horz 2=72(LC 16) Max Uplift 6=-197(LC 13), 2=-223(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1501/1376, 3-4=-1282/1185, 4-5=-1296/1240, 5-6=1525/1432 BOT CHORD 2-9=-1199/1347, 7-9=-642/901, 6-7=-1214/1374 WEBS 4-7=-369/435, 5-7=326/506, 4-9=-341/415, 3-9=-309/489 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=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-0-0 to 5-0-1, Exterior(2) 5-0-1 to 10-4-0, Corner(3) 10-4-0 to 16-4-0, Exterior(2) 16-4-0 to 20-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at:joint(s) except Qt=lb) 6=197, 2=223. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 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 - e 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 damage., For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 36610 Job Truss Truss Type Qty Ply T14576794 WP0131 B3 Common 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:41 2018 Page 1 ID:75SJeCQ8yQW2itGVr5nBLly96Pw-PFnRzaRlwipdLA4nAso?WmGLG5iOnEbhy74mxDyxV u 5-1-8 -, _. _ _. . ..... 104-0_ -_;- 15-6-8 _. 20-8-0 ...-_.-... 1-0-0 5-1-8 - 5-2-8 5-2-8 5-1-8 Scale = 1:34.9 4x6 = 4 Ig 3x6 = 3x4 = 3x4 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.10 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.19 6-7 999 180 BCLL 0.0 Rep Stress lncr YES WB 0.20 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=755/Mechanical, 2=821/0-3-8 Max Horz 2=72(LC 12) Max Uplift 6=-197(LC 13), 2=-223(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1502/1376, 3-4=-1282/1184, 4-5=-1296/1240, 5-6=-1525/1432 BOT CHORD 2-9=-1200/1348, 7-9=-643/901, 6-7=-1215M374 WEBS 4-7=-368/435, 5-7=326/506, 4-9=-341/415, 3-9=-309/489 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=3.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 10-4-0, Corner(3) 10-4-0 to 16-4-0, Exterior(2) 16-4-0 to 20-7-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=197, 2=223. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 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 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 damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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, Alexandra, VA 22314. - Tampa, FL 36610 Job s T uss Type Qty Ply JB4 T14576795 WP0131 Common 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:42 2018 Page 1 I D:75SJeCQ8yQ W2itGVr5n BLly96Pw-tSLgBwSfhOyTyKfzkZJE3_oW0U2d WhrgBnpJTfyx\ _t 5-1-8- . _ -_ . _ _..__ 10-4-0 . - 15-6-8 i - 20-8-0 VT1-0 0 5-1-8 5-2-8 — + 5-2-8 5-1-8 Scale = 1:34.9 4x6 = 4 3x6 = 3x4 = 3x4 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.10 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.19 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017fTPI2014 Matrix-SH Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=755/Mechanical, 2=821/0-3-8 Max Horz 2=72(LC 12) Max Uplift 5=-197(LC 13), 2=-223(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1502/1376, 3-4=-1282/1184, 4-5=-1296/1240, 5-6=1525/1432 BOT CHORD 2-9=-1200/1348, 7-9=-643/901, 6-7=-1215/1374 WEBS 4-7=-368/435, 5-7=-326/506, 4-9=-341/415, 3-9=-309/489 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=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 10-4-0, Corner(3) 10-4-0 to 16-4-0, Exterior(2) 16-4-0 to 20-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=197, 2=223. Ig Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. —IMAM, 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members -only. Additional temporary and permanent bracing - MiTek' 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 oftrusses and truss systems, see ANSIITPII 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, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T14576796 WPO131 CJ1 Jack -Open 6 1 Job Reference (optional) timaers Flfsibource, I ampa, Nlant city, vionda 33bbti 1-0-0 1-0-0 l0 1 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:42 2018 Page 1 I D:75SJeCQ8yQ W2itGVr5nBLly96Pw-tSLgBwSfhOyTyKfzkZJE3_ocmUAM WkxgBnpJTfyxV_t 1-0-0 1-00 -- Scale = 1:6.5 2x4 100 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLIL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(ILL) " -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: ,5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-4/Mechanical, 2=121/0-3-8, 4=10/Mechanical Max Horz 2=30(LC 8) Max Uplift 3=-4(LC 13), 2=-66(LC 8) Max Grav 3=12(LC 8), 2=121(LC 1), 4=19(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=3.Opsf; h-15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=.1.60 plate grip DOL=1.60 2) The Fabrication Tolerance at joint 2 = 0% 3) This truss has been designed fora 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 3-670 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 property incorporate this design into the overall building design: Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, see. ANSUTPII 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 36610 - Job Truss Truss Type Qty Ply T14576797 WP0131 CJ3 Jack -Open 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-00 1-0-0 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:44 2018 Page 1 I D:75SJeCQ8yQ W2itGVr5nBLly96Pw-pgTaccTvDdCBCeoMs_Li8Puyglga_eQ7e51 QYYyxV_r 3-0-0 . . 3-0-0 - 5.00 12 r N TT 2 4 2x4 3-0-0 _ 300 LOADING (psf) SPACING'- 2-0-0 CSI: DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 2-4 >995 180 BCLL 1 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 ocpurlins. BOT CHORD 2x4 SP No:2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing: REACTIONS. (lb/size) 3=63/Mechanical, 2=178/0-3-8, 4=28/Mechanical Max Horz 2=59(LC 12) Max.Uplift 3=-46(LC 12),2=-63(LC 8) Max Grav 3=63(LC 1), 2=178(LC 1), 4=56(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=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and tight exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) The Fabrication Tolerance at joint 2 = 0% 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 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. 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 Ito uplift at joint(s) 3, 2. WARNING - Verify design parameters. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 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 verify the applicability of design parameters and property incorporate this design into the overall building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord: members only. Additional temporary and permanent bracing Ml l- Tek~ is always required for stability andto prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage„delivery, erection and bracing of trusses and truss systems, see. ANSIITPII 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, FL36610 - Job Truss Truss Type Qty Ply T14576798 WPO131 CJ5 Jack -Open 6 1 Job Reference (optional) Builders FlrstSourCe, Tampa, Plant City, Florida 33566 100 dI US = 8.220 s May 24 2018 MITek lndustnes, Inc. Mon Jul 16 12:13:45 2018 Pagel I D:75SJeCQ8yQ W2itGVr5nBLly96Pw-I1 OypyUXzxK2goNYPisxgcQOEi7mj5g Ht12z4yxV_q 5-0-0 ....... - Scale = 1:14.9 Plate Offsets (X Y)- 12 0-4-2 0-1-81 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 0.64 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 2-4 >909 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 17 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=122/Mechanical, 2=247/0-3-8, 4=48/Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-84(LC 12), 2=-67(LC 8) Max Grav 3=122(LC 1), 2=247(LC 1), 4=96(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=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.181 MWFRS (envelope) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Joaquin Velez PE No.68182 MiTek USA,,Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 16,2018 WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK-REFERENCE PAGE MI1-7473 rev. 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 MEN' 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 MITekisalways. required for stability and to prevent collapse with possible. personal injury and property damage. For general guidance regarding the fabrication, storage, delivery;_ erection and bracing of trusses and truss systems, see. ANSIITPn 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 36610 - Job Truss Truss Type Qty Ply T14576799 WPO131 EJ7 Jack -Open 8 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 3x8 = r 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:46 2018 Page 1 I D:75SJeCQ8yQW2itGVr5n BLly96Pw-mDaK 1 I V9kFSvRyylzPNADgz5M6N_SYwQ6PnXcQyxV_p 7-0-0 7-0-0 Scale = 1:18.8 Plate Offsets (X Y)-- l2'0-8-0 0-0-101 LOADING (psf) SPACING 2-070 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.16 2-4 >514 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.67 Vert(CT) -0.21 2-4 >394 180 BCLL 0.0 ' Rep Stress Incr YES WB 0:00 Horz(CT) -0.00 3 n/a n/a BCDL ` . 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 23 lb FT = 20% LUMBER- BRACING_ TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=318/0-3-8, 4=81/Mechanical Max Horz 2=122(LC 12) Max Uplift 3=-104(LC 12), 2=-83(LC 12) Max Grav 3=165(LC 1), 2=318(LC 1), 4=125(LC 3) FORCES. (Ib) -Max. Comp:/Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; Cat. 11, Exp C; Encl., GCpi=0:18; MWFRS (envelope) and C-C Comer(3).- f-0-O to5-0-0, Exterior(2) 5-0-0 to 6-11-4 zone; cantilever left and right exposed end vertical left and right, exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all, areas where rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate, capable of withstanding 100 lb uplift atjoint(s):2 except at=lb) 3=104. _ Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - verify design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 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 9 a truss system. Before use, the building designer. must verify the applicability of design parameters and properly incorporate this design into the overall I building. design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek' - is always required for stability and to prevent collapse with possible personal injury and °` property damage. For general guidance regarding the - -' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see. ANSIITPII 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 36610 - Job Truss Truss Type Qty Ply T14576800 WP0131 EJ7G Jack -Open Girder 1 Job Reference (optional) Builders FirstSource,. Tampa, Plant City, Florida 33566 8.22U s May 24 ZU18 MI I eK Industries, Inca Mon Jul lb 12:13:4/ 2Ultf Page 1 ID:75SJeCQ8yQW2itGVr5nBLly96Pw-EP8jEdWnVYam35XxX6uPml VOHVmJB?vZK3X48tyxV_o 3.8.2 -{--- 3-3.14. T--- 2x4 Scale = 1:21.5 2 3 2X4 11 7-0-0 - 700 _ LOADING-(psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 - TC . 0.47 Vert(LL) -0.11 1-3 >716 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.21 1-3 >388 180- BCLL 0.0 ' Rep Stress Incr NO WE 0.02 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 63 lb FT = 20% LUMBER- BRACING- TOP. CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-0-0 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. (lb/size) 1=1167/0-3-8, 3=1538/Mechanical Max Horz 1=106(LC 23) Max Uplift '1=-31O(LC 8), 3=456(1_C 8) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4- 1 row at 0-9-0 oc. Bottom chords connected as follows:2x6 - 2 rows staggered at 0-9-0 oc: Webs connected as follows: 2x4 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. Ili Exp C; Encl., GCpi=018; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; LumberDOL=1.60 plate grip DOL=1.60 4) The Fabrication Tolerance at joint 1 = 0%, joint = 0%,joint 3 = 0% 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) Refer to girder(s) for truss to truss connections: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=310, 3=456. 9)'Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 735 lb down and 217 lb up at 2-0-12, and 735 lb down and 217 lb up at 4-0-12, and 737 lb down and 21511b 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 - Joaquin Velez PE No.88182 Concentrated Loads (Ib) MiTek USA, Inc. FL Cert8634 Vert: 4=-735(F) 5=-735(F) 6=-737(F) 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. ®7 - Design valid for use only withMiTek® 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 N4 - building tlesign. 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,. see - ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 ParkeEastBlvd.. _ Safety Information available from Truss Plate Institute,. 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T14576801 WPO131 EN1GE GABLE 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:48 2018 Page 1 I D:dZtYQHLaatAtc-8cU S?Fa5z4Ss9-ici5RzWQGsidhF675gQel F2fevD3wR2jZjGehJyw-n 1 0-0 .. _ 2-10-0 4-10-0 6-10-0 1-0-0 2-10-0 2-0-0 2-0-0 Scale = 1:16.6 2x4 II 5 2x4 — 2X4 II 2x4 II 2X4 II 8 7 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 2-8 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 2-8 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-P LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-6: 2x4 SP No.2 REACTIONS. All bearings 6-10-0. Ib) - :Max Horz 2=92(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 6, 6, 2, 7, 8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-131/297 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust), Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 6-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 studs spaced at 2-0-0 oc. 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 bearingplatecapable of withstanding 100 lb uplift at joint(s) 6, 2, 7, 8. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 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 N a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design: Bracing indicated is to prevent buckling of individualtruss web and/or chord members only. Additional temporary and permanent bracing MiTek' is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems; see ANSIITP11 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 36610 Job Truss Truss Type Qty Ply T14576802 WP0131 EN2 Monopitch 10 1 Jab Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12.13:48 2018 Page 1 I D:dZtYQ HLaatAtc_8cUS?Fa5z4Ssg-ici5RzWQGsidh F675gQel F2URv5jwSQjZjGehJyxV_n 7- 1-0-0_ ....., - 6-6-8 .. 10- Scale = 1:16.3 2x4 3 ST1.5x8 STP = 4 2x4 11 4x6 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.10 2-4 >780 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.20 2-4 >390 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=228/Mechanical, 2=31510-8-0 Max Horz 2=92(LC 11) Max Uplift 4=-76(LC 12), 2=-140(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-164/378 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0. 18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 6-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1. 60 2) This truss has-been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except of=lb) 2=140. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16, 2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 _ e 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 alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the _ - - fabrication, storage, delivery, erection and bracing of.trusses and truss systems,. see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA_22314. - Tampa, FL 36610 - JobJot s Truss Type Qty PlyTH'Ju7s T14576803 1 Diagonal Hip Girder 3 1 Job Reference (optional) builders FirstSource, Tampa, Plant City, Florida 33566 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:50 2018 Page 1 ID:75SJeCQ8yQW2itGVr5nBLly96Pw-e_grsfYgoTyLwZGWCFS6Ng7xcjmLOIr001IkICyx\ I 1-5-0 5-5-13 9-10-1 1 _" 5-5-13 4-4-3 Scale = 1,20.6 LX4 I 2x4 — 5 5-5-13 4-3-10 04 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.26 Horz(CT) 0.01 5 n/a n/a BCDL . 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=117/Mechanical, 2=449/0-4-9, 5=318/Mechanical Max Horz 2=131(LC 22) Max Uplift 4=-81(LC 4), 2=-144(LC 4), 5=-93(LC 8) FORCES. (Ib).- Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-784/231 BOT CHORD 2-7=-275/720, 6-7=275/720 WEBS 3-7=0/312, 3-6=-784/299 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.20sf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 lb uplift at joint(s) 4, 5 except at=lb) 2=144. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 80 lb up at 1-4-15, 64 lb down and 80 Ib up at 1-4715, 29 lb down and 44 lb up at 4-2-15, 29 lb down and 44 lb up at 4-2-15, and 53 lb down and 92 lb up at 7-0-14, and 53 lb down and 92 lb up at 7-0-14 on top chord, and 2 lb down at 1-4-15, 2 lb down at 1-4-15, 19 lb down at 4-2-15, 19 lb down at 4-2-15, and 39 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ' 7) 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, 2-5=-20 Concentrated Loads (lb) Vert: 8=42(F=21, B=21) 10=-91(F=-46, B=-46) 13=-39(F=-20, B=-20) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634, 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 _ ; e 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' A ITe L' is always required for stability and to prevent collapse with possible personalerty , injuryandpropdamage. For general guidance regarding the IC _ fabrication, storage, delivery, erection and bracingof trusses and truss systems, see ANSIITPII 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 36610 Job Truss Truss Type Qty Ply T14576804 WPO131 V3 Valley 1 1 Job Reference (optional) builders Firstbource, I-ampa, Plant City, Florida 33566 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jul 16 12:13:50 2018 Page 1 I D:75SJeCQByQ W2itGVr5n BLly96Pw-e_grsfYgoTyLwZG WCFS6Ng7_ojuXOMv001 IkICyxV_I 3-1-8 Scale = 1:9.3 2 3 2x4 5- 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a n/a .999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=82/3-0-14, 3=82/3-0-14 Max Horz 1=42(LC 9) Max Uplift 1=-23(LC 12), 3=-29(LC 12) 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=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever leftand right exposed ; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) The Fabrication Tolerance at joint 1 = 0%, joint 2 = 0%, joint 3 = 0% 3) Gable requires continuous bottom chord bearing. 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 lb uplift at joint(s) 1, 3, Joaquin Velez PENo.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16, 2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 - 3 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ARM building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 36610 - Job Truss Type Qty PlyTrluss T14576805 WP0131 S Valley 1 1 Job Reference (optional) tsu laers t-irslJOUfce, I ampa, Plant Glty, rlonaa 335bb 8.220 s May 24 2018 MiTek Industnes, Inc. Mon Jul 16 12:13:51 2018 Page 1 I D:75SJeCQ8yQ W2itGVr5nBLly96Pw-6BOD4?ZIZn4CYjrimyzLwtg387BD7p99FhVI Heyw—k 5-1-8 518 2x411 Scale = 1:14.5 2 l d 3 2x4 % 2x4 II LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=156/5-0-14, 3=156/5-0-14 Max Horz 1=79(LC 9) Max Uplift 1=-43(LC 12), 3=-56(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-122/256 - NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf;.BCDL=3.Opsf; h=15ft; Cat. II; Exp C. Encl., GCpi= 0.18; MWFRS (envelope) and C-C Comer(3) zone;. cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) The Fabrication Tolerance at joint 1 = 0%, joint 2 = 0%, joint 3 = 0% 3) Gable requires continuous bottom chord bearing: 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 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 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 verify theapplicability of tlesign. parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property. damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312,Alexandria, VA 22314. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater July 16, 2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 SWn bols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. U -116" For 4 x 2 orientation, Locate plates 0 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Platy location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 X 4 width measured perpendicular to slots. Second dimension is f the length parallel to slots. LATERAL BRACING LOCATION NG Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industlry Standards: ANSI/T.P_ll: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 p WEBS °gib 4 O= OU U d u U O a C7-8 C6-7. CS-6 - O BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved R MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. . 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted; moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated,, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 1.6. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise.. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. -Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. rrcuucus PIotID Length Product Plies Net Qt FJI 47-00-22 16" BCI 6000s-1.6 1 6 FJ2 25-00-00 16" BCI 6002s-1.8 1 6 r _,. CJ3,_ 2,e2_ee,1.B I 6eB2s 1 >--.• ._. _.... r 1—>?- FJ4 21-00-00 16" BCI 6000s-1.8 2 2 FJ5 20-00' 00 16" BCI 6000s-1.8 1 3 FJ6 IB-00-00 16" BCI 6020s-1.8 1 2 FJ7 7-00-23 16, BCI 6000s-1.8 1 1 FJ8 4-00-00 16" BCI 6000s-1.8 1 i BM 1 21-00-00 1-3/4" x 6 " UERSH-LAM 2.0 3100 3SP 3 Rm 1 16-00-00 1 1 /8" x 16" TJ Rim Board 1 3 m CS)...CJ3 m - c 28-e-e I' I! RIG As As As R5.__= B4 BZ— BIGE m m m m Ifs II II II II II II II it it II. CJ3 lu I 1 I I w H2 I j ,l CJ5 7 i e 2e-11-e 28-0 0 GEARING HEIGHT SCHEDULE 4--. ,,.yr .,_.. .. n.._. ..s`--._.. ..... ..,..,,nV..... ...,•s.r.e.._. i::,. a.. ...-,t,ak n. ..-. -4-. y.e, 1-__.l-1.t1C-: CJ—.F—'.. .. .y.. __ __ •...i—. - --- -- _.__.. +._ - _ - I I s Y 28-0-0 Hanger List H1 HT026 RmI H2 HHU26-2 in 1 m m. ro m M m M m H3 I0S2.37/16 M) ILLILL U- ILL I._ I L- LL LL L H4 Lus24 NOTE5: 1.) REFER TO HID 9T (RECOMMENDATION5 FOR HANDLING I1,15TALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWINGS FORPERMANENT BRACING REQUIRED. 2:) ALL TRU55E5 (INCLUDING TRU55E5 UNDER ` VALLEY FRAMING)MU5T BE COMPLETELY - m - DECKED ORREFERTO DETAIL V105 FOR - ALTERNATE BRACING KEOUIREMENT5. 3.) ALL VALLEY, ARE TO DE CONVENTIONALLY FPAMED'.DY BUILDER. 4.). ALL- TRU55E5 ARE DE5IGNED FOR 2' D.G. MAXIMUM SPACING, UNLE55 OTHERW15E NOTED. 5.)ALL WALL5 5HOWN ON PLACEMENT PLAN ARE CONSIDERED TO BE LOAD BEARING,. UNLE55 OTHERWI5E NOTED. 6.) 5Y42 TRU55E5 MUST BE INSTALLED WITH THE TOP DEING UP. - 7.) ALL ROOFTRU55 HAN6ER5 TO DE 51MP50N HTU26 UNLE55 OTHERWI5E NOTED. ALL - FLOOR TRU55 HANGER5 TO DE51MP50N THA422 UNLE55 OTHERWI5E- NOTED. m B) BEAM/ HEADER/LINTEL (HDR) TO 5E FURN15HED DY DUILOER. CLI m SHOP DRAWING APPROVAL TINS LAYOUT 15 THE SOLE SOURCE FOR FABRICATION OF FJB _ TRU55E5 AND VOIDS ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF THI5 LAYOUT MU5T DE RECEIVED BEFORE ANY TRU55E5 WILL DE: BUILT. VERIFY ALL - CONDITION5 TO IN5URF AGAIN5T CHAN6E5 THAT WILL RE5ULT - IN EXTRA CHARGES TO YOU. Requested Delivery Date - N BuNdBas FirstSource Orlando PHONE 407- 851: 2100.FAX: 407-051-7111 H3 Plant City i L—=== __' --- =-L PHONE813-759-5951 FAX: 813 752-1532 i R I II " w I wjl II wli wl wi I. z BUILDER: - - II II wl ;; i w Starlight I II i! ! I I II it !I it it ! I 0TF 2260 Magellan S 7-4.-0 - 20-8-e. _ _ LHAL APPRE55: EEV151ON WPO131 5CALE: NT5 28-0 0 Dn1L DRnrrier aaar: 10-13-17 Josh a Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition Jurisdiction: Permit #: 7ik 3Job % rima N 4, A J- Builder: STARLIGHT HOMES Community: WYNDHAM PRESERVE Lot: 131 Address: 3707 Saltmarsh Lp Unit: City: Sanford State: FL Zip: 32771 Air Leakage Test Resu tsPassing -m de rthe"P Performance,; Prescriptive Method 0sultsYpri- Im A, zbuilding or dwelling , 'it.shall' ri,d- -.@§hawjng'an,air jbak ag ate,qftnot air PRESCRIPTIVEMETHODunbejbsiao,,, pxc,(pdjhq`%7 T- X 6 50b6sc6Is)-in-Climatejzones-1fand, " 7bK@,ng,q's"p,,'p-rHo'ur?,at,,aprp'ssure of 0!2 inch w.g W-;m -k" 5 41 i di inq PERFORMANCE 6irItkiMETHOD2hebuildingng6,dW611ih6dhitshall bdtestedand,v6riied88,hzivihg-,ar ii(leakage rat 6 not exceeding on FORM R4015726,1,i-( Perf(jt-mei'n-c'ia)-oiR406-',201.- 1"; abeled-asJhfiltratipm stjbsection ACH' th' eiselectedAtH?( 50)vg]Oe-vlas-'§h6'vn 4 05-2 R- 4-662017 0 E r ifibd onForm, R4V7- pl&(P6rfbhn6hce),'6r q r Method for calculating building volume: 1402 19467 4.32 11 .11.11, 11, x 60 Building AICI H 5 1 0) 1XI Retrieved from architectural plans C F M ( 50 ) Volume Code softwarecalculationPASS FAIL 1- 1 Field measured and calculated When ACH(50) is less then 3, Mechanical Ventilation installation must be verified by Building Department Testing. Testing shall be conducted in accordance with ansi/resnet/icc 380 and reported at a pressure or 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues, 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 weather stripping or other infiltration control measures. 2. Dampers including exhaust, intake, makeup air, back draft 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 the 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. 6. Supply and return registers, if installed at the time of the test, shall be fully open. Testing -c' R' TTa Company Name: TOPBUILD HOME SERVICES, INC. Phone: ( 866) 912-7233 I hereby verify that the above Air Leakage results are in accordance with 2017 6th Edition Florida Building Code Energy, Conservation requirements according to compliance method selected above. Signature of Tester: Date of Test: 04/ 25/2019 Printed Name of Tester: Dave Revelle License/ Certification #: 1998-089 Issuing Authority: RESNET EnergyGauge@ USA 6.0.02 - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page I of 1 433070 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Wyndham Preserve Builder Name: Starlight Homes Street: 3707 Saltmarsh Lp Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: Jurisdiction: Duct Test Time: Post Construction Duct Leakage Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 58 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Duct Sum lines 1-4 58SystemLeakage Divide by 2255 Total Conditioned Floor Area) 0.0257 (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. Digitally signed by Dave Revelle Date: 2019.04.25 10:14:34 EDT CN=Dave Revelle, O=TopBuild Rater Of Record: Home Services, OU, IAIPrintedName: ave ReJ lfLbulld.com, C=Us RESNET #: 4311088 Date: 04/25/2019 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: 0F,I1iE STgT 0 4 9 f COD W'E C4 Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 433070 ENVIRONMENTS FOR 0 CS Li vie, SITE ID: 433070 LOT: 131 BLOCK HOUSE::3707—STREET: SALTMARSH'LP CITY: SANFORD STATE: FL ZIP: 32TTI COUNTY., SEMINOLE ACCOUNT111:1009STAF1. BUILDER: STARLIGHT HOMES _SUBDIVSION, WYNDHAM PRESERVE COMMUNITY: WA PLAN: NDP 10/1M017 PROGRAM: CODE1100% TESTER: EFL IECC:F TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Revelle DATE: 0412MO19 I Taster I Dave Revelle I Date 104/2512019 1 Result I PASS I T NAM CORRECTION NEEDED k ViEkIfF1 VERIFIED,. 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 BD Ta of BD AcIbual Room Pressure Test 0- M EBUILDINGORIENTATIONi4VOLUMEVULUULUULU N(O-) N/A 19,467 0 0 PROGRAM CODE m PROGRAM : CODE PRO" CODE Rx 50 So S li", Aof, 0 12,271 7 1,402 4.32 Motor # Mst Bdrm 0 Bdrm 2 0 Bdrm 3 Bdrm 5 0 Rm 1 0 Rm3 0 Other 0 Bdrm 4 0 Rm2 0 CO Detectors Energy Star Quafffied Appliances? Elfident Lighting Package? x 60 or > Of Hardwired Lights Must Be CFL Or LED x Law Flow Faucets, Toilets etc? x Programmable Thermostat? x Certified Green Program Level Requires VWAI Inspection Mechanical Location n Min 0&1 #1 SYSTEM I WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM 2 WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 4 WATER HEATER SYSTEM I FURNACE SYSTEM I HVAC OUTDOOR OUTSIDE CARRIER CH14NBO36 UNIT SYSTEM HVAC INDOOR COIL SYSTEM 1 HVAC AHU (HEAT INTERIOR CARRIER FB4CNP036 PUMP) SYSTEM 2 FURNACE SYSTEM 2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AHU (HEAT PUMP) SYSTEM 3 FURNACE SYSTEM 3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AHU (HEAT PUMP) SYSTEM 4 FURNACE SYSTEM 4 HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AHU (HEAT PUMP) BUILDING SPECIFICATIONS Cf-ARAd1E1F6Y1CSBUILDING AS 6616N-VAL AS -VALUESBUILT-- 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 TEST., BLOWER DOOR RESULT: PASS TESTER: Dave Revelle DATE: 041252019 BUILDING SPECIFICATIONS Buioci cHARXCtiRls-n CS-;""" A"blL UE,. Comm PROGRAMMABLE THERMOSTATS (PRIF) YES WATER HEATER TYPE (PRIF) CONVENTIONAL WATER HEATER FUEL TYPE (PRIF) ELECTRIC. WATER HEATER SIZE, EFFICIENCY & LOCATION PRIF) INFILTRATION (HOUSE LKG) ACH (REM) NA Htg: 4.32 Clg: 4.32 ACH,@ 50 Pascals FRESH AIR VENTILATION TYPE (PRIF) AIR 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 TIMER SETTING EACH FAN (REM) NA NA VENTILATION TIME - HRS/DAY SPECIFIED (REM) NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR (PRIF) FRESH AIR VENTILATION FAN WATTS (REM)_ NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S (PRIF) INTERIOR % OF CFL'S (PRIF). INTERIOR % OF LED'S (PRIF) INTERIOR % OF PIN -BASED (PRIF) EXTERIOR FIXTURES % OF CFUS (PRIF) EXTERIOR FIXTURES -A OF LED'S (PRIF) GARAGE FIXTURES % OF CFUS (PRIF) GARAGE FIXTURES % OF LED'S (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 Pkmfi— nn—m".. wt, iM m- h Photo 20190425100914.JPEG 04/25/2019 Photo 20190425100940.JPEG 04/25/2019 TEST: DUCT BLASTER RESULT: PASS TESTER: Da" Revelle DATE: 04125/2019 TOTAL CONDITIONED FLOOR AREA CFA SQ FF) DUCT LEAKAGE TO OUTSIDE % TARGET 0, 00% 3!60% V TOTAL DUCT LEAKAGE% TARGET 60 en ,,.- SYSTEM I SQ FT. SERVED (CFA) POST CONSTRUCTION j SYSTEM I DUCT LEAKAGE TO OUTSIDE SYSTEM I DUCT LEAKAGE TO OUTSIDE SYSTEM 1 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM25) ACTUAL 5 , 8, (% OF CFA) ACTUAL 2.576 SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM I TOTAL DUCT LEAKAGE SYSTEM 1 TOTAL DUCT LEAKAGE (% OF o N o 0.00%- CFM25) TARGET (CFM25) ACTUAL CFA)ACTUAL SYSTEM 2 SQ FT. SERVED (CFA) SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (C ACTUALUAL (% OF CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET ' o CFM25) ACTUAL CFA)ACTUAL ov 10 a1ISYSTEM3SQFT. SERVED (CFA) TEST., DUCT BLASTER RESULT: PASS TESTER: Da" Revelle DATE: W2512019 5 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE ^i 6, SYSTEM 3 DUCT LEAKAGE TO OUTSIDE AL g' SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET yo 4 OP CFM25) ACTUAL (% OF CFA) ACTUAL tT, q 5i" L t _ SYSTEM 3 TOTAL DUCT LEAKAGE SYSTEMSTEM 3 TOTAL DUCT LEAKAGE SYSTEM 3 TOTAL DUCT LEAKAGE (-A OF CFM25) TARGET 0 ( CFM25) ACTUAL s CFA) ACTUAL 6v 4A, SYSTEM 4 SO Fr. SERVED (CFA) Al, q. g"Illf, W. SYSTEM 4 DUCT LEAKAGE TO OUTSIDE TARGET SYSTEM 4 DUCT LEAKAGE TO OUTSIDE SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) , 0-, T 0( CFM25) ACTUAL OF CFA) ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4 TOTAL DUCT LEAKAGE OF CFM25) TARGET (CFM25) ACTUAL CFA)ACTUAL R1111 nJNA.qPFr-lFlrATlnWLq 13 DEjIGN.,VALU ES,- AS,BUILT ALLIES Co;' Uilkd L DUCT LEAKAGE TO OUTSIDE (REM) NA 0.026 CFM25 / CFA TOTAL DUCT LEAKAGE (REM) NA NA FLOW RING (PRIF) PicWroa. Dow"ntation. etc E, Fib..` Dot. Photo 201 90425101152.J PEG 104/25120 19 Photo _20190425101215.J PEG 1 04/25/2019