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3920 Saltmarsh Lp 18-939COUNTY OF SEMINOLE TATEMEN _ R 3GIMPACTFEESTATEMENT 1 STATEMENT NUMBER: 18100001 DATE: February 28, 2018 l BUILDING APPLICATION #: 18-10000166 fTJ'1 BUILDING PERMIT NUMBER: 18-10000166 IT ADDRESS SALTMARSH LOOP 3920 LOT 36 17 20 31 502 0000 0360 PIs 5 , 5 & 4 UN 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 OF FLORIDA ADDRESS: 1064 GREENWOOD BLVD SUITE 124 LAKE MARY FL 32746 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3920 SALTMARSH LOOP / LOT 36 / WYNDHAM PRESERVE / SFR 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 Housingg 54.00 1.000 dwl unit 54.00 SCHQOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PA 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 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 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 BUSINESS 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 POP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE 0ec" CITY OF SANFORD J/ Mir .I c BUILDING & FIRE PREVENTION 1 FEB 71 2018 . ? v PERMIT APPLICATION D .J Application No: Documented Construction Value: S{- Z$$566.00 Job Address: t--zaQ 'a)Ar,'6wa Historic District: Yes No Parcel ID: 17-20-31-502-0000- 0 Z4 D Wyndham Preserve Lot Residential ® Commercial Type of Work: New ® Addition Alteration 0 Repair Demo Change of Use Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mange[ Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com _ Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite.200 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fax: 407-647-0700 State License No.: No CGC1522347 Architect/Engineer Information Name: Mulhem 6 Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA `, E-mail: sines@mulhemkulp.com Bonding Company: NA Address: Mortgage Lender: Address: DNA WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: P Edition (2014) Florida Building Code Revised: June 30, 2015 Pe nit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county,.and.there may be additional.permits.required. from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of 1D 4 1; - Ia, -)q Signature o Contractor/Agent Date Robert Willets Print Contractor/ Agent's Name Q 1 L4. Q t it. Signature of No -State of F 0%ne MI get Date NOTARY PUBLIC STATE OF FLORIDASoCECommitGG113111 ires 6121/2021 Contractor/Agent is VVPPersonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [a Electrical iff Mechanicalff Plumbing Gas[] Roof Construction Type:_ V d Occupancy Use: W3 Flood Zone: 1C—SEE Total Sq Ft of Bldg:_ , Min. Occupancy Load: I LA. # of Stories: Z New Construction: Electric - # of Amps 0 Plumbing - # of Fixtures E`7 Fire Sprinkler Permit: Yes No [5 # of Heads Fire Alarm Permit: Yes No& APPROVALS: ZONING: Ilep UTILITIES: WASTE WATER: ENGINEERING: tItL 3 -1-2Aa FIRE: BUILDING: ;F 3•%-18 Ok to construct single family home COMMENTS: with setbacks and impervious area shown on plan. 40. S °re art?, 21Z1 D%scov,try_ V , GT1_ Revised: June 30, 2015 _ _ __ _ _ _ Permit Application L.. 1 i I*-i If _ CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I f3-g3 Documented Construction Value: S - 13A , $ 1 L - Job Address: J1o'LO Historic District: Yes No Parcel ID: 17-20-31-502-0000- O Z4 D Wyndham Preserve Lot alp Residential ® Commercial Type of Work: New ® Addition Alteration 11 Repair Demo Change of Use Move 0 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: Street: 1405 Old Alabama Road, Suite.200 City, State Zip: Roswell, GA 30076 407-708-0161 Resident of property? : No Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fag: 407-647-3700 407-647-0700 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem 8, Kulp Phone: 215-646-8001 Street: .20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA = E-mail: saves@mulhemkulp.com Bonding Company: Address: NA Mortgage Lender: NA Address: WARNIIVG 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 WITS YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF CONEVIENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation bas commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Sball be inscribed with the date of application and the code in effect as of tbat'date: 56 Edition (2014) Florida Building Code Revised: June 30, 2015 Pamit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county,.and there may be additional.permits.required. from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 4 a,-la-)q Signature o Cont actor/Agent Date Robert Willets Print Contractor/Agent's Name Signature of No -State of FI A%ne M 9el Date NOTARY PUBLIC STATE OF FLORIDA Cornm# GGl13111 ONCE \e - lres 612112021 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Plumbing - # of Fixtures of Heads Fire Alarm Permit: Yes No UTILITIES: 40 ZZ WASTEWATER: FIRE: BUILDING: Revised:lune.30,2015 . _.—_._....__—.._ __.._.__FetmitApplication. o 1=187i 77 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: 3920 Saltmarsh Loop Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0360 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) OFFICIA SE ONL Flood Zone: X Base Flood Elevation: N/A Datum: NSA _ 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 W, the best available information used to determine the base flood elevation is: BP# 18-939 Reviewed by: Michael Cash, CFM Date: March 1, 2018 Y r, Application for Paved Driveway, Sidewalk or WalkwayIncluding Right -of -Way Use & 9 9 Y FL°R;DR Landscaping in Right -of -Way www.sanfordrL9ov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or • sidewalk construction over100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right -of -Way. All requested information below as well as a current survey, site plan or plat clearly identifying the K„o,r., below size and location of the existing right-of-way and use shall be provided or application could be delayed. Callbetaet oualg 1. Project Location/Address: 28 a0 S!> CM4Ylav s h U000r Zzx 3 9Z I -13 2. Proposed Activity: Q Driveway FAWalkway 3. Schedule of Work: Start Date Completion Date 4. Brief Description of Work: Construction Of New SFR Other. Emergency Repairs This application is s5u4m, itted by: Property Signature: Print Name: _ N'ACJC ,G 1 Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Phone: ( 407) 708-0161 Fax: 407-647-0700 Email: Shayne.mim0eits'arr'am"m"ss•com Date: Maintenance Responsibilitieslindemnification 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 installationtimprovement 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 permdtee 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 Requestors property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees ( appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. 1 have a d un erstand the above statement and by signing this application 1 agree to its terms. Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: Date: Date: Date: ` Date: November 2015 ROW Use LINHTED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: a, -1 a -1 $ I hereby name and appoint: 'Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): a' The specific permit and application for work located at: 39 a.0 Sg-4-Y r a l-.00 iD, ro-d rd lr' 3a•'l7 Sbv& Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522347 Signature of License Holder: A1l STATE OF FLORIDA COUNTY OF Seminole The foregoing instrument was acknowledged before me this jda4erjson allym! 200, by Robert Willets who is to me or o who has produced as identification and who did (did not) take an oath. Sheyne Mangei RY PUBLIC gTATE OF FLORIDA Comm# GG113111 C-E \01l Expires 6/21/2021 Rev. 08.12) Signature cure o2aEQ21 Print or tye name Notary Public - State of Commission No. My Commission Expires: REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: -Q,-IA-1 g Project Name: Wyndham Preserve - Lot 3tP Project Address:39a0 !L')VrCrk.aV Sanford FL 32771 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Print N of Owner/Tenant Signature of wner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print N e of Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # 6cdt Easter Print Name of El. Contractor Signature of El. Contractor E' MWgrP El. Contractor License # CALLED INTO: o Progress Energy o Florida Power and Light on _/ / Rev. 02/10/15) Name: IN StRUME Homes FondaBy. rnV L.&ay Address: 1064 Greenwood Blvd Suite 124 GRANT MALOYr SEMINOLE COUNTY Lake Marv_ FL32746 CLERK OF CIRCUIT COURT i, C011PTROLLER BK VO?4 Ps 1256 (iPss) NOTICE OF COMMENCEMENT CLERK'S a 2/13/20182RECORDED172t13/2+:+1 10:59:03 AM State of Florida RECORDING FEES $1..00 RECORDED BY hdevore County of Seminole Permit Number. Parcel ID Number. 17-20-31-502-0000- O 3tv 0 The undersigned hereby gives notice that Improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) Wndham Preserve. PB 81 Pqs 93-102. lot :Mn Address: 39 a.0 i.arYs >, a o, a r`+cyrd 32-1"I3 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 (iother than owner) Name, NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Lienors Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under pe al i perjury, I declare that I have read the foregoing and that the facts stated in it are true to the L my k owled d belief. Owners. Sipnature Ownees 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' State of County of e- Q' The foregoin Instrument was ackrnVo edged before me this day of d/ 20 O by Ill P . Who Is personally known to me L7 Name. d person making atslement OR who has produced Identification type of Identification produced: Shayne Mengel NOTARY PUBLIC STATE OF FLORIDA I Comm# GG113111 Signature Expires 6/21/2021 RECORD COPY FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Dep_af (nenJ.of BusinesscjnU. rofessional Regulation - Residential Performance Method Project Name: Lot 36 - 2121 UL Builder Name: Starlight Homes Street: 3920 Saltmarsh Loop Permit Office: Seminole County ORDCity, State, Zip: Sanford , FL, 32773 Permit Number: # 1 - 9 3 9 SA NF Owner: r4s.\ .- Design Location: FL, Sanford Jurisdiction: q c 8 County:: Qeh'll dle OFPAR 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 ft' 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= ft: 5. Is this a worst case? No 10. Ceiling Types (1264.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1264.00 ft' 6. Conditioned floor area above grade (ft') 2121 b. N/A R= ft' Conditioned floor area below grade (ft) 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(191.4 sqft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 424.2 a. U-Factor: Dbl, U=0.34 150.42 ft' SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 36.0 SEER:14.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Eleciric 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 8. Floor Types (1264.0 sqft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 853.00 ft' b. Conservation features EF: 0.950 b. Floor over Garage R=19.0 411.00 ft' None c. N/A R= ft' 15. Credits Pstat Total Proposed Modified Loads: 62.17 Glass/Floor Area: 0.090 PASSTotalBaselineLoads: 63.99 1 hereby certify that the plans and specifications covered by Review of the plans and STATEthiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis 01THE Code. calculation indicates compliance PREPARED with the Florida Energy Code. Before construction is completed u,,,;••." ,;;, O FY: DATE: _ r-- this building will be inspected for 0 compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energ C de. COp WTL. OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. 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 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 Qn for whole house. 1/19/2018 2:36 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2017 PROJECT Title: Lot 36 - 2121 UL Bedrooms: 4 Address Type: Lot Information Building •Type: User -- Conditioned Area: 2121 Lot # 36 Owner Name: Total Stories: 2 Block/Subdivision'. Wyndham of Units: 1 Worst Case: No PlatBook: Builder Name: Starlight Homes Rotate Angle: 0 Street: 3920 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 Design Temp Int Design Temp Heating Design Daily Temp V 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 2121 18203.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Floor 1 853 7932.9 Yes 5 0 1 Yes Yes Yes 2 Floor 2 1268 10270.8 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Floor 1 97.8 ft 0 853 ft' 0 0 1 2 Floor over Garage Floor 2 ---- ---- 411 ft' 19 0 0 1 ROOF Roof Gable Roof Solar SA Emilt Emitt Deck Pitch V/ # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1414 R' 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1264 ft' N N 1/19/2018 2:36 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2017 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss TABelowl 4- . Under Attic (Vented) Floor 2 30 Blown 1264 ft' 0.1 Woo WALLS Adjacent Space Cavity Width Height Sheathing Framing SolpR-Va u 1 W Exterior Frame - Wood Floor 2 13 49 3 8 0 394.0 ft' 0 0.25 0. 2 W Exterior Concrete Block - Int Insul Floor 1 4.1 33 3 9 4 310.3 ft' 0 0 0.6 0 3 N Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft' 0 0.25 0.6 0 4 N Exterior Concrete Block - Int Insul Floor 1 4.1 7 9 9 4 72.3 ft' 0 0 0.6 0 5 E Exterior Frame - Wood Floor 2 13 49 3 8 0 394.0 ft' 0 0.25 0.6 0 6 E Exterior Concrete Block - Int Insul Floor 1 4.1 28 9 9 4 268.3 ft' 0 0 0.6 0 7 S Exterior Frame - Wood Floor 2 13 28 0 8 0 224.0 ft' 0 0.25 0.6 0 8 S Exterior Concrete Block - Int Insul Floor 1 4.1 28 0 9 4 261.3 ft' 0 0 0.6 0 9 N Garage Frame - Wood Floor 1 13 24 9 9 4 231.0 ft' 0 0.25 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Wood Floor 1 None 39 3 6 8 20 ft' 2 Wood Floor 1 None 39 2 8 6 8 17.9 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 W 1 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 1 ft 0 in None None 2 N 3 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 1 ft 0 in None None 3 N 3 None Low-E Double Yes 0.34 0.26 N 30.0 ft' 1 ft 0 in 3 ft 0 in None None 4 N 3 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 5 ft 0 in None None 5 E 5 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 1 ft 0 in None None 6 S 7 None Low-E Double Yes 0.34 0.26 N 30.0 ft' 1 ft 0 in 1 ft 0 in None None 7 S 8 Wood Double (Clear) Yes 0.58 0.25 N 41.0 ft' 1 ft 0 in 11 ft 0 in None None 8 S 8 None Low-E Double Yes 0.34 0.26 N 15.0 ft' 1 ft 0 in 11 ft 0 in None None 9 S 8 None Low-E Double Yes 0.34 0.26 N 15.4 ft' 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 411ft' 411ft' 64ft 9.3ft 0 1/19/2018 2:36 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2017 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 SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft° DUCTS Supply -- V # Location R-Value Area Return — Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 424.2 ft Floor 2 106.05 Prop. Leak Free Floor 2 -- cfm 63.6 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Coolin Jan Feb MarHeating X Jan fX Feb X Mar Jan [ Feb X Mar Ceiling Fans: SeArMaXJunXJulXAuriAprMayJunJulAugSep wJunJulAugSep Oct Nov Oct X Nov Dec X DecVenting 1/19/2018 2:36 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2017 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 76 78• " 78 78• 1781- Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run -Time Cooling System Runtime Vent 73 0 0 1 - Electric Heat Pump 1 - Central Unit 1/19/2018 2:36 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. Floor over Garage c. N/A 3920 Saltmarsh Loop, Sanford, FL, 32773 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1236.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 912.33 ft' 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft' 4 d. N/A R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1264.00 ft' 2121 b. N/A R= ft' Area c. N/A R= ft' 150.42 ft' 11. Ducts R ft' a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 424.2 41.00 ft' 12. Cooling systems kBtu/hr Efficiency ft' a. Central Unit 36.0 SEER:14.00 ft' 1.000 ft. 0.258 Insulation Area R=0.0 853.00 ft' R=19.0 411.00 ft' R= ft' 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: _Q&SA. 1rrNa i2A Date: a-Ntp Address of New Home: k gop City/FL Zip: kBtu/hr Efficiency 36.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat 01 THE STgTF r 0 yl a o WT. 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. 1/19/2018 2:36 PM 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 36 - 2121 UL Builder Name: Starlight Homes Street: 3920 Saltmarsh Loop Permit Office: Seminole County City, Stale, 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 requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. 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 insulation in any dropped ceiling/soffit the 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 sealed. a 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/door jambs 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 Narrow cavities 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 spac as. 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 nipina and wirino. 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 sorinkler cover Mates and VAlls or c6longs. a. in aoanuon, inspecnon or iog watts span be in accordance win the provisions or IGG-400. 1/19/2018 2:36 PM 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 36 - 2121 UL Builder Name: Starlight Homes Street: 3920 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: Single or Multi Point Test Data 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)(Q, (9). 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: lan1k][47iMTITA4 9-W4 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: SHE STgT O.o 1/19/2018 2:36 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2017 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE n , FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 36 - 2121 UL Builder Name: Starlight Homes Street: 3920 Saltmarsh Loop Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Required Duct Leakage from (Qn,out) FORMR405-2017 Duct Leakaqe Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 CFM25(Out) 2 1 System 2 CFM25(Out) 3 System 3 CFM25(Out) 4 System 4 CFM25(Out) 5 System 5 CFM25(Out) Tested Sum lines 1-5 Total Divide by 2121 House Duct Total Conditioned Floor Area) System Leakage Qn,out)' Tested On (Out) must be less than or equal to the required On (Out). I certify the tested duct leakage to outside, On, is less than or equal to the proposed duct leakage On specified on FORM R405-2017. SIGNATURE: PRINTED NAME: Test Rater DATE: 1 /19/2018 Duct tightness shall be verified by testing to ANSI/RESNET/ICC 380 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), Florida Statutes. BUILDING OFFICIAL: DATE: y0F THE STgT O.r r 1/19/2018 2:36 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant S Page 1 of 1 ecProt Summary Job: Starlight - Wyndham wrightsoft° ry Date: 4/18/2017 Entire House By: Energy Air, Inc Plan: 1802 S 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner®energyaircom Web: www.energyaircom For: Lot 36 - 2121 UL, Starli ht Homes 3920 Saltmarsh Loop, Danford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 44 OF Outside db 93 OF Inside db 68 OF Inside db 75 OF Design TD 24 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 gr/lb Heating Summary Structure 13698 Btuh Ducts 2093 Btuh Central vent (73 cfm) 1901 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 17692 Btuh Infiltration Method Simplified Construction quality Semi -tight Fireplaces 0 Heating Coolin Area (ftz) 2147 2141 Volume (ft3) 18223 18223 Air changes/hour 0.22 0.11 Equiv. AVF (cfm) 67 33 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO360000B AHRI ref 8068612 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 28 OF Backup: 8.2 HSPF 33800 Btuh @ 47°F 29 OF 1070 cfm 0.068 cfm/Btuh 0.50 in H2O Sensible Cooling Equipment Load Sizing Structure 17437 Btuh Ducts 3357 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 22199 Btuh Latent Cooling Equipment Load Sizing Structure 1989 Btuh Ducts 385 Btuh Central vent (73 cfm) 2158 Btuh Outside air Equipment latent load 4532 Btuh Equipment Total Load (Sen+Lat) 26731 Btuh Req. total capacity at 0.70 SHR 2.6 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO360000B Coil FB4CNP036L AHRI ref 8068612 Efficiency 11.7 EER, 14 SEER Sensible cooling 23100 Btuh Latent cooling 9900 Btuh Total cooling 33000 Btuh Actual air flow 1070 cfm Air flow factor 0.051 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.83 Input = 5 kW, Output = 17616 Btuh, 100 AFUE Bold/Italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2018-Jan•19 14 36 05 wrightsoft' Right -Suite® Universal 2017 17.0,28 RSU02534 Page 1 ACCA ... Specific\Wyndham Preserve\Lot 36 - 2121 UL.nip Cale = W8 Front Door faces: N wrightsofte Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-SM3729 Email: GRenner®energyair.com Web: wwmenergyair.com For: Lot 36 - 2121 LIL, Starlight Homes 3920 Saltmarsh Loop, Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Sensible gain: 22199 Btuh Outdoor design WB: 75.9°F Latent gain: 4532 Btuh Indoor design DB: 75.0°F Total gain: 26731 Btuh Indoor RH: 50% Estimated airflow: 1070 cfm Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1070 cfm Sensible capacity: 23961 Btuh 108% of load Latent capacity: 6713 Btuh 148% of load Total capacity: 30674 Btuh 115% of load SHR: 78% Design Conditions Outdoor design DB: 44.2OF Heat loss: 17692 Btuh Indoor design DB: 68.0°F Manufacturer's Performance Data atActual Design Conditions Equipment type: Split ASHP Job: Starlight -Wyndham Date: 4/18/2017 By: Plan: 1802 S Entering coil DB: 76.9°F Entering coil WB: 63.9°F Entering coil DB: 66.2°F Manufacturer: Carrier Model: CH14NB0360000B+FB4CNP036L Actual airflow: 1070 cfm Output capacity: 33800 Btuh 191 % of load Capacity balance: 28 OF Supplemental heat required: 0 Btuh Economic balance:-99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1070 cfm Output capacity: 5.2 kW 100% of load Temp. rise: 50 OF Meets all requirements of ACCA Manual S. P,.-. + wrightsof ' Right -Suite® Universal 2017 17.0.28 RSU02534 ACCA ... Specilic\Wyndham Preserve\Lot 36 - 2121 UL.rup Calc = MJS Front Door faces: N 2018-Jan-19 14:36:05 Page 1 Duct System Summary Job: Starlight -Wyndham wrightsoft° y ry Date: 4/18/2017 Entire House By: Energy Air, Inc Plan: 1802 S 5401 Energy Air, Cl, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner®energyair.com Web: www.energyalr.com For: Lot 36 - 2121 LIL, Starlight Homes 3920 Saltmarsh Loop, Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0,140 in H2O 0.141 in/100ft 1070 cfm Cooling 0.50 in H2O 0.22 in H2O 0.28 in H2O 0.140 / 0.140 in H2O 0.141 in/100ft 1070 cfm 199 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Fam/Dm/Kh h 2144 145 108 0.141 8.0 Ox 0 VIFx 49.0 150.0 st6 Fam/Din/Kit-A h 2144 145 108 0.141 8.0 OX 0 VIFX 33.3 165.0 st5 Fam/Din/Kit-B h 2144 145 108 0.161 7.0 OX 0 VIFX 34.0 140.0 st6 Fam/Din/Kil-C h 2144 145 108 0.142 8.0 Ox 0 VIFx 31.9 165.0 st5 bMh2 h 480 33 27 0.185 4.0 Ox 0 VIFx 26.5 125.0 st2 bedroom 2 c 1923 42 99 0.332 6.0 OX 0 VIFX 4.3 80.0 bedroom 3 c 1566 75 81 0.306 5.0 Ox0 VIFx 11.5 80.0 bedroom 4 h 1348 91 79 0.195 6.0 OX 0 VIFX 23.7 120.0 st2 03-A h 194 13 10 0.194 4.0 Ox0 VIFx 24.2 120.0 st2 Indy C 729 7 38 0.198 4.0 OX 0 VIFx 21.2 120.0 st2 loft c 1782 41 92 0,334 6.0 Ox0 VIFx 8.9 75.0 m, bath h 598 41 33 0.196 4.0 Ox 0 VIFx 17.8 125.0 st3 m, bedroom C 2291 88 118 0.199 7.0 OX 0 VIFx 15.7 125.0 st3 pnly.A h 250 17 12 0.146 4.0 Ox 0 VIFx 31.2 160.0 st6 pwdr-A c 235 0 12 0.149 4.0 OX 0 VIFX 38.2 150.0 st6 We c 253 12 13 0.197 4.0 Ox 0 VIFx 17.5 125.0 st3 vAc4 h 433 29 25 0.182 4.0 Ox 0 VIFx 28.6 125.0 st2 Bold/italic values have been manually overridden 2018-Jan-19 14:36:05 wrightSoft' Right-Sulte® Universal 2017 17.0.28 RSU02534 Page 1 ACCK ... Specific\Wyndham Preserve\Lot 36 - 2121 UL.rup Cale = MJ8 Front Door faces: N Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st5 Peak AVF 291 216 0.141 533 10.0 0 x 0 VinlFlx st1 st1 Peak AVF 291 216 0.141 533 10.0 0 x 0 VinlFlx st6 Peak AVF 307 240 0.141 307 6.0 12 x 12 RectFbg st4 st2 Peak AVF 173 178 0.182 510 8.0 0 x 0 VinlFlx st3 Peak AVF 141 164 0.196 471 8.0 0 x 0 VinlFlx st4 Peak AVF 307 240 0.141 564 10.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox0 1070 1070 0 0 0 0 Ox 0 VIFx Bold/italic values have been manually overridden wrightSOft• Right -Suite® Universal 2017 17.0.28 RSU02534 ACCA ... Specifie Wyndham Preserve\Lot 36 - 2121 UL.rup Calc = NU8 From Door faces: N 2018-Jan-19 14:36:05 Page 2 6V Job M Starlight - Wyndham Performed for: Lot 36 - 2121 UL 3920 Saltmarsh Loop Sanford, FL 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com 7VTW Scale: 1/8" = 1'0" Page 1 RightSuite® Universal 2017 17.0.28 RSU02534 2018Jan-19 14:36:40 am Preserve\Lot 36 - 2121 UL.rup Job M Starlight - Wyndham Performed for: Lot 36 - 2121 UL 3920 Saltmarsh Loop Sanford, FL 32773 Level 2 ETAL STAND V / 5KW HP Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 www.energyair.com GRenner@energyair.com Scale: 1/8" = 1'0" Page 2 RightSuite® Universal 2017 17.0.28 RSU02534 2018-Jan-19 14:36:40 am Preserve\Lot 36 - 2121 UL.rup n dj z .` n- t is Z1-L i 6CW i i DINMNSION NOTE: VWNDHAM PRESERVE - LOT 36 Proposed building dimensions PLOT PLANshownhereonareoftheexterior. I! WYNDHAM PRESERVE LOT 36 Building Setbacks (PB 81, PG 93) Setbacks. Per, construction plans for WYNDHAM PRESERVE', City of Sanford, Seminole County, Florida. SALTRARSH LOOP Front = 25' 50' RIGHT—OF—WAY Rear = 20' (PRIVATE ROAD) Side = 5' + ASPHALT PAVEMENT I 89'40'51" W 555.98' PCP LINE CENTER PCP EDGE OF PAVEMENT 2'COCURC PROPOSED PROPOSED 5' APRON b CONC SIDEWALK c UJ4O oo, N N p Z M IX a 16. 0' 20. 7 N 6. 0' 10, LrITLrry EASEMENT ( P) a 6. 0PORCH PROPOSED 2 STORY 7. 3 RESIDENCE Q Q 2121 DISCOVERY ELEVATION - U GARAGE - LEFT h LOT 35 FFE= 30.5 LOT 37 LOT 36 AREA = 0 4,680 S.F. ± Q 6. 0E 28.0.0' 15. 3 F oOaoN Z— AC 10. 0 N N 40. 00' I S89'40'51 LOT 49 LOT 48 PEP- Poo'ui men Ii.EGEiVD:ADUSSD-Access/Drainage/Utirities/Sidewalk L8 -Licensed Prevents BFP- Survey Preventer Si ht Distance Easement 9S - Survey PRM-Permanent Ref. Monument R - Reported PCP -Permonent Control Point D - Description- FP&L-Florido Power do Light P - Plat FIFE -Finish Floor Elevation D.. - Deed Book 13-Water Meter O. R. -Official Records Book DO -Water Valve P. B.-Plot Book Cr--Fire Hydrant Pg.- Page , RC® -Reclaimed Water Meter Elev. - Elevation AGOG -Reclaimed Water Valve Conc. - Concrete Cable Box BP - Brick Paver CO -Telephone Box SW - Sidewalk E-Electric Box FFE - Finished Floor Elevation 0 -Utility Pole Cl - Curb Inlet Guy Pole GTT- Grote Top Inlet Light Pole P. U.E.-Public Utility Easement Guy Anchor RCP - Reinforced Conc. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride Storm Sewer Manhole NCS- No Comer Set (Falls in Water) m-Sanitary Sewer Manhole SF - Square Feet EHHo -Electric Handhole D. U.E.-Drainage/Utility Easement Coo -Clean Out FMGD - MAG NAIL & DISK XVDG-Irrigation Control Valve P. K.-Parker Kolon Nail l;-Sign SIR - Set 1/2' Iron Rod LB7768 WD4-Gote Water Volvo SPKD- Set P.K. 8 Disk LB7768 Gas Meter FIR - Found 1/2' Iron Rod LB7768 11 -Existing Grade FIP- Found 1/2' Iron Pipe L87768 Cl-Blow-off Valve L87768 -- a---Drainage Flow Direction FPKD-Found P.K. Nail do Disk FCM- Found 4'x4' Concrete 70.0 Proposed Design Grade Monument PRM LB7778 Note: Some items in above leaena 00.. 7J-As-Built/Existin Grod@ may not be oppglicoble 1 DescriDtion I Date I Dwn.ICk'd I P.C.IOrder No. tx SURVEYOR' S NOTES: o v m3. 0 m C a o u d va 14 a) J00 Noo oC Z v v ec00 BP I'6 - 6( % 9 ZONih - DATE 3 F. 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and ore subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades do finished floor elevations shown hereon are from the construction plan for 1NYNDHAM 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) Awp- kA S©.RtiVBY Qr- Permitting6A_ XNb Ok to construct single family home with setbacks and impervious area shown on plan. 40. 5 of- cv%e. 7_ 1V Discovery- 01 (XL. BUE DING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at users sole risk. LOT AREA CALCULATIONS LOT - 4,680 SQ.FT. LIVING AREA- 853 SQ.FT. GARAGE - 411 SQ.FT. ENTRY 44 SQ.FT. DRIVEWAY = 403 SQ.FT. PATIO = 10D SQ.FT. WALKWAY = 75 SQ.FT. A/ C PAD = 9 SQ.FT. IMPERVIOUS- 40.6 % SOD = 2.785 SQ.FT. OFF LOT AREA CALCULATIONS R/ W = 1.000 SQ.FT. APRON = 113 SQ.FT. SIDEWALK = 200 SQ.FT. SOD 126 SQ.FT. TOTAL AREA AREA 5,650 SQ.FT. DRIVEWAY - 516 SQ.FT. SIDEWALK - 275 SQ.FT. SOD = 2,911 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 36, according to the plat of " WYNDHAM PRESERVE" as recorded in Plat Book 81, page 93 of the Public Records, City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: ( 321) 270-0440 Fax: ( 813) 248-2266 Licensed Business No. LB 77M GeoPoint Surveying, Inc. Whes D. Levlilet.e;•'o o"" DRIDAPROFESSIONALiiPlPORi MAPPER NO. LS69..5 NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Drown: MTP I Checked:JDL I P.C.: Data File:BrbsonEast-Plot Date: 1 /22/18 Dwg: Br=mE=t-iz= Order No.: ^ SEC. 17 - TWN.20 S. - RNG. 31 E. I Field Bk: RECORD COPY NER PALMER ELECTRIC Starlight Homes 2121 Discovery LOAD CALCULATION December 12, 2017 1. HVAC LOADS INEC 2014 - 220.82(C)(3) - (411 ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.00 TON 5.40 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.07 KVA TOTAL LOAD FOR COMPRESOR (Qo 100% 5.40 KVA TOTAL LOAD FOR AIR HANDLER (;a 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 10.39 KVA 11. GENERAL LOADS INEC 2014 - 220.82(B)(1) - M1 LIGHTING 2121 Sq Ft Q 3VA/Sq. Ft 6.36 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 1.5 LAUNDRY CIRCUIT 1.50 KVA 1 5 DRYER CIRCUIT 5.00 KVA 5 STACK WASHER/DRYER 1 4.5 WATER HEATER (1) 4.5 WATER HEATER 99 4.50 KVA 2) V - 111.2 DISHWASHER 1.20 KVA 1 0.8 DISPOSAL(I) 0.80 KVA 0.8 DISPOSAL(2) 7.2 RANGE/OVEN (1) J\VOING 1 12 RANGE/OVEN (2) Rp 12.00 KVA 7.2 COOKTOP CIRCUIT SPNFO ti 7.2 SUMMER KITCHEN/JENAIR 1 2.5 MICROWAVE CIRCUIT OEPAR 2.50 KVA 4.8 JACUZZI TUB CIRCUIT 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AMP POOL CIRCUIT 19.2 80AMP POOL CIRCUIT CONNECTED LOAD (GENERAL LOADS) 36.86 KVA IST 10 KVA (GENERAL LOADS) [@ 100% 10.00 KVA REMAINDER (GENERAL LOADS) Q 40% 10.75 KVA SUB -TOTAL (GENERAL LOADS) INEC 2014-220.82(B)1 20.75 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.75 KVA TOTAL DEMAND LOAD INEC 2014 - 220.82(A)1 31.13 KVA MINIMUM SERVICE SIZE 129.71 AMPS RECOMMENDED SERVICE SIZE 150 AMPS Typical 1,5.0'-Am p lElectriCa l .Q iag ra m, S.' 0-Amp.. ai'n RECORD COPY Typical , 1;50,,Amp Inferior: Paiel• ; 2/0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL EC 250.94 Intersystem Bonding Bridge J,OINGm SPt` piRD Power Company Secondary Conduit & Wire FPAR 4 Bare Copper Per NEC 250.66 B $ 1J a - 9 39 Ground Clamp Concrete Encased Electrode I ems® W1 MiTek® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: WP0036 - MITek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Starlight Homes Project Name: WP0036 Model: 2121 Lot/Block: 36 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 8.1 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 I No. Seal# ITruss Name Date 1 T12960804 1 CJ1 1/15/18 118 1 T12960821 1 V5 1115/18 I2 I T12960805 I CJ3 1/15/18 I I 1 4 I I I 13 J T12960806 1 CJ5 11/15/18 14 I T12960807 I EJ7 11/15/18 15 IT12960808IEJ7G 11/15/18 I 16 I T12960809 I H 1 11/15/18 17 1T129608101 H2 11/15/18 18 1T12960811 I H3 11/15/18 19 1T129608121 H4 11/15/18 I 110 I T12960813 I HJ7 11/15/18 I 111 I T12960814 I T1 11/15/18 112 1T129608151T1GE 11/15/18 113 I T12960816 I T2 11/15/18 114 I T12960817 I T3 11/15/18 115 I T 12960818 I T4 11/15/18 I 116 I T12960819 I T5 11/15/18 117 I T12960820 I V3 11/15/18 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 111 1/ i 0P A 4e 9380 ATE OF v 0 N AL E?%% 11111111110" Thomas X Mani PE No.3= Mrrek Usk Inc. FL Cert 6634 6W Parke East Blvd. Tampa FL 33610 Date: January 15,2018 Albani, Thomas 1 of 1 Job Truss Truss Type City Ply T12960804 WP0036 CJ1 Jack•Open 6 1 1001Job Reference (optional) Job Builders Fir61SOUrCe, Tampa, Plant City, Florida 33566 6.13U s Sep Ib zvl i MI I OK mausmes, Inc. Mon San a 1Z:S1:bJ ev1a rage I I D: KIjyNX6mvAV ukxMbl Ix9kpz4 RS4-XxSFcOUh3zOZoOvg4aGsGjg22DYKeR PIOtGXSvzv6Na 1.0.0 1.0.0 1.0.0 1-0.0 — Scale = 1:6.5 20 = LOADING (psi) SPACING- 2.0.0 CS1. DEFL. in hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We Na BCDL 10.0 Code FBC2017lrP12014 Matnx-P Weight: 5lb 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 20 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. (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=15fl; Cal. 11; 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 8 MW FRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst 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 joints) 3, 2. 0 WARNING . Ver11y deelyn parnmetmr and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M67473 ter. IMMIS BEFORE USE Design valid for tine only vAth MllekS connectors. fhb design Is based only upon paamoters shown. and Is lot an indlvkAtal bttldbg component. not a puss syslern. Below use. the building designer mull vedty the a:jAIcab111y of design pares nelers and ptorlcrly lncalprole this design Into the overall lxiding design. Noting Indicated Is 10 budding of Indlvkfttal truss web oral/a chord rnernbers orgy. AdWllonal lemporary and permanent Mating M iTek' ptevenl Is always required for stalAly and to prevent collapse wllh possRAe personal Injury and prop arly damage. ra general guldanco regarding the 6904 Parke East Blvd. Iabricallm storage, delivery, erection and bracing of Irises and Inrss Syllerns. seeANSI/1P11 Oua9ty Criteria, DS11-19 and BCSI autidIrV Component Tempo, FL 33610SaleyInformationavailablefrombussRatetrnllhde. 218 N. Lee Streel. Sate 312, Alexandria. VA 22314. Job Truss Truss Type Oly Ply T12960805IWP0036CJ3Jack -Open 6 1 002 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33555 8.13U s Sep 15 ZVI7 Nit 19K industries, Inc. Mon Jan 15 1z:31:54 Zuld rage 1 ID:KfjyNX6mvAVulaMbjix9kpz4RS4-770dgmUJgHYOOYU 1 dln5pwNDMdIKNufsIX75_Lzv6NZ 1.0.0 3.0.0 1.0.0 340 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in lot) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.17 Ven(LL) 0.00 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Veri(CT) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 rVa n/a BCDL 10.0 Code FBC2017lrP12014 Malrix-P LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 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. Scale = 1:10.8 n o N PLATES GRIP MT20 244/190 Weight: 11 lb FT = 201e BRACING - TOP CHORD Structural wood sheathing directly applied or 3.0.0 oc puffins. 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=3.Opsf; h=15fl; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; end vertical felt 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 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) 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. 0 WARNING - Vetlly design peramstme and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev. 10939015 BEFORE USE Design vdkd for use only vAlh Mllek®connecrois. Inls deslpn b based only upon paiametersshown. an d h rot an irwAvlduci IxAding component. not a hues syslem. Befoie uso. Ilw Ixliding deslgrvA must verify the aWlcabllty of design patometen and poperiy Incofpoiote it%design into the overall btAdlitg design. BrockV indicated b to buckling of tralvkdudl inns web and/or chord members only. Additional temWary tend plr ur end txoci ng M iTek' preventB always recluked lot salslllty and to Ixevenl collaixe wllh losd)le personal IWy and poperfy damage. roi general guldunco tegaid i ng the Ic" Icalkln sloresge, delivery, moc tlon and lxockV of trusses and lmss systems, seeANSIMI I Ouallly Criteria, DS9.69 and SCSI Building Component 6904 Perks East Blvd. Tampe. FL 33610 SoletyInformationmKilcblefrombussRatebis0kite. 218 N. lee Street, Sulle 312, Alexaridrks. VA 27314. Job Truss Truss Type Ory Ply T12960806 WP0036 CJ5 Jack -Open 6 1 1003Job Reference o tional S.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 12:31:54 2010BuildersFirslSource, Tampa, Plant City, Florida 33566 34 = Scale = 1:14.9 5.60 Plate Offsets (X,Y)-- [2:0-4-2,0-1-81 LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in loc) Wall Ud 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 Verl(CT) -0.06 2-4 >909 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rlla rVa BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 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 lorces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cal. 11; Exp C, Encl., GCpl=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever tell and right exposed; end vertical left and right exposed;C-C for members and forces 8 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 nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit 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 100lb uplift at joint(s) 3, 2. 0 WARNWG - veAey doe/yn pa meram end READ N07ES ON rH5 ANDWCEUDED MMUK REFERANCE PAGE M67473 mv. fMMIS BEFORE USE. Design volks la use only aAth MileW connectors. Ihis design b based only upon pmameters shown, andis for an Indivdual LNAdhng component. not a puss system. Bolan use. the building designer must verify the WSIsI aLilly of design paeometers and Properly hncorPof ale this design Into the oveiafl building design. Wachg Indicated Is to Prevent budding of Individual truss web and/oi cWd mernbers only. Additional feinpaary and pmffKmni tracing MiTek Is always iegiLed for stdAlly and to pievenl collarAe wllh possible paisoncil Inkay and Iropedy damage. roi general guldonce ieWding mo fabdcallon, storage, delivery. eiectk)n and txaci ng o1 trusses and Inra systems seeANSIMI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Solety information avtllatAu horn Inns Rate Institute. 218 N. Lee Street. Wie 312. AlexauxYda. VA 22314. Tarrpa. FL 33610 Truss Truss Type Oty Ply T12960807IJobWP0036EJ7 'Jack -Open 8 1 004 Job Reference o tional Builders FIfslSource, Tampa, Plant City, Florida 33566 B 130 s 5ep 15 2017 MI I eK maustnes, Inc. MOD Jan 15 1z:31:55 zu1B Page 1 I D. K11YNX6mvAVukxlvlb)ix9kpz4RS4-TKa716VxbagH2i3DB7JKL8vB913V6LvOuBleW ozv6NY 1.0,0 7.0.0 WOO7.0.0 3x8 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In roc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 016 2-4 514 240 TCDL 7.0 Lumber DOL 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 rVa n/a BCDL 10.0 Code FBC2017lfP12014 Matrix-SH LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=165/Mechanical, 2=31810-3.8, 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. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:10.8 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. 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=3.Opsl; h=1511; 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 6.11.4 zone; cantilever left and right exposed end vertical lelt and right exposed,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 3=104 0 WARNING - Verily desfyn pa mnottere and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Na-7473 rev. 100=15 BEFORE USE. Design valid for tise only vAth Milek® connectors this design 6 based orgy upon parameters stows. and a for an trxDvidual building componenl. not o truss system. Before use. the designer must verity the %TAlcolAily of design parameters and property Incorporate this design Into the overallbuilding txa6dnp design. Bracing Indicated Is to txolding of IndNklucil truss web and/or chord members only Addllkanal lernporary and permanent bracing Welk' prevent Is always iequ bed for slabaily and to Ixevenl collaW vAlh posslle personal 6yt4y and property damage. For general guidance tegading Brie lab ilcallm storage, delivery, erection and bracing of trusses and Irtas systems, soeANSI/1PI I Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Tampa. FL 33610saley, Information avalkable horn truss Rate Instihde. 218 N. I ee Street. Sulle 312, Alexandria. VA 22414. Job Truss Truss Type Oty Ply T12960808 W P0036 EJ7G Jack -Open Girder 1 2 005 Job Reference (optional) Builders Firstbource, I ampa, Plant city, hionoa 3356s t1.13U S sep 15 ZUt f ml I ex inousuies, Inc. mon Jan 15 Iz:31:5a ZUIa 3x4 = 2X4 11 Scale = 1:20.0 7.0.0 Plate Offsets (X,Y)-- [1:0-1-9,Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.11 1-3 >719 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.21 1.3 >389 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 n1a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-SH Weight: 63 lb FT = 209% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7.0.0 oc puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 1=1162/0-3-8, 3=1533/Mechanical Max Horz 1=106(LC 8) Max Uplift 1=-309(LC 8), 3=-454(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) 2-ply truss lobe connected together with 10d (0.131'xX) nails as follows Top chords connected as follows: 20 - 1 row at 0.9.0 oc. Bottom chords connected as follows: 2x6. 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except II 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; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever lelt and right exposed; end vertical loll and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0-0 wide will tit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 1=309, 3=454. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 732 lb down and 216 lb up at 2.0.12, and 732 lb down and 216 lb up at 4-0-12, and 734 lb down and 214 lb 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: 4=-732(F) 5=-732(F) 6=-734(F) 0 WARNING - Verify design PeranWere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7477 rev. IGV31015 BEFORE USE Design vdk] lot use only win 1,0111 9 connectors this design Isbased only upon Ixsamelers shown, and Is too an b idMdrlas "dbng component, not o huss system. Before use. the Ix6dng aleslgnem must verily the g:pHlccM1Ify of design paaneters and Ixopedy beorporoto this design Into the ovordl txdding design. Bracing Indicated Is to prevent buckling of MMdud truss web and/a chord members only. Ac"lkxxd lernporasy and pemsarwnt Drocbng WOW S dwasys i~ed got sta tAilty and to ixovent coUgxe vAlh fossble persornrA Injury axd Ixoiorly cfoncsge. roc goneial guidance regadng 9e labrk:alkxn. slorage, delivery, erecllon and brcebng of busses and trrsssyslems. weANSI/IPII Oually Cdtedo, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Saloy information o"clble from Truss Rate Institute. 218 N. lee Street. Su lle 312. Alexanc rK VA 22314. Torrpa. FL 33610 Job Truss Truss Type Ply 10' y T12960809 WP0036 H1 Hip 2 1 ob J ob Reference (optional) Builders FirstSource, Tampa. Plant City, Florida 33566 8.130 s 5ep 15 2017 MueK Inausiries, Inc. Nron,lan i5 i2:3i:57 zuia Paget I D: Kf1YNX6mvAVukxMbjix9kpz4RS4-PiiISnXC7CW?H?DcJOLoOZ?dZgm3aA91LVElbgzv6N W 1.0.0 5.9-14 11 ail 17.0.0 22.2.2 28-0-0 29.0 q 1•a0 5.9-14 5.2.2 6-0.0 5.2.2 5-9.14 1•0-0 Scale = 1:48.9 Sx8 = 06 = d1 M = , J ,c .. .• • 4 _ 2x4 II 3x4 = 3x4 - 3x8 = 20 II g LOADING (psi) SPACING- 2-0.0 CSI. DEFL In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Veri(LL) 0.12 10.12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Verl(CT) 0.23 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(CT) 0.08 7 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6.14 oc purirns. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1087/0-3-8, 7=1087/0.3.8 Max Harz 2=70(LC 12) Max Uplill 2=-273(LC 12), 7=-273(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2169/1441, 3.4=-1658/1105, 4.5=-1488/1072, 5.6=-1659/1105, 6-7=-2168/1442 BOT CHORD 2-13=-1253/1938, 12-13=-1253/1938, 10-12=-775/1488, 9-10=-1159/1938, 7.9=-1159/1938 WEBS 3-12=-5131533,4-12=-187/377, 5.10=-173/377, 6.10=-513/534 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Ops1; h=1511, 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 29.0.0 zone; cantilever left and right exposed end vertical tell 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl 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 QI=lb) 2=273,7=273 0 WARNING . Verity doslgn parerrtetere rind READ NOTES ON THIS AND INCLUDED NI EK REFERANCE PAGE M&7473 rev. 1OV39015 BEFORE USE Oostgn valld for use orgy with M1106 connectors. TNs design Is based only upon prnaneters shown. and Is lot at hdlvldual buldliV component. not a buss system. Below use, the building designer must ve4ty the aWicot-Alty of design paaneters and proprstly Incorporoto this design Into the overall bAdlrg design Bracing Indicated Is to prevent ba:Ming of trKllvkfual trim web and/or chord members only. Additional temporary and permanent blactrg M!Tek' Is always required lot stability and to lrevonl collapre with possible personal Injury and property damage. nor general guidance regading Ste kilrtcatbn storage. delivery. etectlon and bracing of hustes and Inns systems. seoANS1MI I Quality Criteria. DSB-S9 and SCSI Building Component Parke6904Perks East Blvd. EastsafetyIMormatlanamicablefromlntsRatetruKhle. 218 N. Lee Sheet. Stllo 312, Alexandria. VA 22314. Te o 0n9 Job Truss Truss Type Ory Ply T12960810 WP0036 H2 Hip 2 1 1007Job Reference (optional) Job Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s 5ep 15 2u17 Mr I ex Inouslnes, Inc. Mon Jan 15 1z:J1:56 kwas rage 1 ID:KfIyNX6mvAVukxMblix9kpz4RS4-NG7f7XquV2sv9oos7s 1 zmXm4 E5MJYcSa9zl76zv6NV 1.0.0 6.9.14 13.0.0 15.0.0 21.2.2 28.0.0 .2 0•q 1. -0 6.9.14 6.2.2 2.0-0 6.2.2 6.9.14 1.0.0 US = 4x6 = Scale = 1:48.9 3x8 = w ,. ,. 0 3x9 = 20 11 14 30 = 30 = 3x4 = 20 II 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 Stresslncr YES Code FBC2017fTP12014 CS1. TC 0.76 BC 0,66 WB 0.64 Matrix-SH DEFL. in Vert(LL) -0.13 Vert(CT) -0.25 Horz(CT) 0.08 loc) I/dell Ud 9-10 >999 240 9-10 >999 180 7 n1a Na PLATES GRIP MT20 2441190 Weight: 133lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1087/0-3-8, 7=1087/0-3.8 Max Horz 2=-81(LC 13) Max Uplift 2=-286(LC 12), 7=-286(LC 13) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2130/1416, 3.4=-1481/1012, 4.5=-1308/993, 5-6=-1481/1012, 6.7=-2130/1416 BOT CHORD 2.13=-1214/1899, 12-13=-1214/1899, 10-12=-646/1308, 9.10=-1120/1899, 7-9=-1120/1899 WEBS 3.13=0/287, 3.12=-702/631, 4-12=-225/349, 5-10=-225/349, 6.10=-702/631, 6-9=0/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Comer(3) -1-0.0 to 5.0.0, Extedor(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 D0L=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 20.0psf 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) except QI=lb) 2=286, 7=286. 0 WARNING- V d1y daefyn ponurrofera and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE 1/67g9 rev. 11Y011MI S BEFORE USE Design vdld for use only adlh Mlek® connectors, Ines cieuVre is r>osed only upon pmameleis shown. and Is for an hdMdfd bulding component. rat o liusystein. Below use. the lding designer must vedty the cipplicabli ly of design parameters and properly In:orporote Ihk design Inlo the overall abrkidicated Is to buckling IndMdud truss aril/a ChWd members only. Additional lemporay and pennanenl bracing MiTek' baldingdesepnBracingpreventofwebIs always recitlred for stability and to prevent collopse with possible personal kWry and property damage. ra general gnldcince iegoding Ira 6904 Parke East fiNd. labrkbalbnstorage. dolivery. eiectim c ncf b iocing of trusses and truss syslems seeANSI/TPl1 Quality Cllorlo, DSB-69 and BCSI Building Component Tonga. FL 33610 SolelyInformationavcOciblefromlmssRateklstikle. 218 N. Lee Sheet. Wee 312. Alexandria. VA 22114. Job Truss Truss Type Oty Ply T12960811 W P0036 H3 Hip Girder 1 1 008 Job Reference (optional) Builders FfrsiSource, Tampa, Plant City, Florida 33566 8,130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 12:31:59 2018 Page 1 ID:KIIyNX6mvAVukxMblix9kpz4RS4-MSpWiTYSIpA1WJN OrNGV_4t4eMc2zKboolslZzv6NU el-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, 1.0.0 3.9.14 3 2.2 4.8 9 4.6.13 4.0.9 3.2.2 3.8.14 1.0.0 Scale = 1:48.9 5x8 2x4 II 3x8 = 4x6 = 5.00 Fl2 4 /8 19 5 20 21 6 22 23 7 3x4 %r- i 30 3 6 2 1 9 70 a Sx8 = 17 16 24 25 15 26 14 27 13 28 29 12 11 Sx8 = 20 If 3x4 = 5x8 = 4x10 MT20HS = 2x4 11 3x8 = 2x4 11 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1,25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 20 SP N0.2'Except' 4-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.I WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2106/0.3.8, 9=210610.3-8 Max Horz 2=46(LC 31) Max Uplift 2=-688(LC 4), 9= 688(LC 5) CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 1.00 Verl(LL) -0.3413-15 >983 240 MT20 244/190 BC 0.98 Vert(CT)-0.6413-15 >522 ISO MT20HS 187/143 WS 0.80 Horz(CT) 0.10 9 rlla n/a Matrix-SH Weight: 141 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-4669/1511, 3.4=-4546/1537, 4-5= 5409/1845, 5.6=-5409/1845, 6.7=-424W1452, 7.8=-4547/1536, B-9=-466Wl5l l BOT CHORD 2-17=-1362/4227, 16-17=-1362/4227, 15-16=-1344/4207, 13-15=-1756/5409, 12-13= 1756/5409,11-12=-1344/4226,9-11=-1344/4226 WEBS 4-16=-81/584, 4.15=-482/1464, 5-15= 526/322, 6-13=0/383, 6-12=-1432/474, 7-12=-311/1283 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (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 pst bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed Ior a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=688, 9=688. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 Ib down and 206 Ib up at 7-D-0, 111 Ib down and 110 Ib up at 9-0-12, 111 Ib down and 110 Ib up at 11.0-12, 111 Ib down and 110 lb up at 13.0.12, 111 Ib down and 110 lb up at 14.11-4, 111 Ib down and 110 lb up at 16.11-4, and 111 Ib down and 110 Ib up at 18-11-4, and 210 Ib down and 2D6 Ib up at 21-0.0 on top chord, and 340 Ib down and 113 Ib up at 7-0.0, 85 Ib down at 9-0-12, 85 Ib down at 11-0-12, 851b down at 13-0-12, 85 Ib down at 14-11-4, 85 lb down at 16-11-4, and 85 Ib down at 18-11-4, and 340 lb down and 1131b up at 20-11-4 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 0 WARNING . YM/y dsdyn pmonsrsm and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE Ulf-7473 rev. 1OV32015 BEFORE USE. Design valid for use only with Mllek® Connectors. Ihls design Is booed only upon parameters shown, and is la an lndMduol IxiOdhng component, not a truss syslem Below use. the building deslgrnei must vedty the apWkbablity of doslgn poranelers and property Incorlwrale lids design Into 11-a overall btBalng design Bracing Indicated Is to prevent buacldlrng of tnUMdual I n=web cxwJ/a chord members only. AddlttlorndA lompaary and wiricinenl txdrJng MiTek Is dwoys iegdatrod for stability and to Ixovenl collof vAlh possible personol bnliry and rxoperly damage. Fa general guidance regarding the labitcollm storage. delivery. eiecllon ad bracing of trusses cldncs truss systems, weANsiffinI Quality Criteria, DSB-69 and BCSI Building Component 6904 Parks East Blvd Sally Information ovalic"e horn hose Rate institute. 218 N. lee Street. StAle 312. Alexaxlrks, VA 22314. Torres. FL 33610 Job Truss Truss Type Oty Ply Tt2960811 W P0036 H3 Hip Girder 1 1 008 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 12:32:00 2018 Page 2 ID:KttyNX6mvAVukxMbjix9kpz4RS4-gHNu4pZ407la8TyB_YuV2Bd2g2irn0al l SSPC?zv6NT LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 2-9=-20 Concentrated Loads (Ib) Vert: 4_ 163(F) 7_ 163(F) 16=-340(F) 12=-340(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) 0 WARNING - Verffy dedtin Peremorfro and READ NOTES ON TN19 AND INCLUDED MREK REFERANCE PAGE UP-7473 rev. 100111 IS BEFORE USE Design valld toe use orgy with Mllek® connectors. This design Is lased orgy upon paramotea shown, and Is for an Individual Ixrlding component. not a truss system. Before uso. the b u0dtr* designee must verity, the arOlcablity of design taranetoes and peopeety 6ecogaeate Mb design Into the overall btidng design. BOcrng Indicated Is to peeveKnt budding of Individual mass web aril/oe chord members orgy. Adrlllord0 tempoeary and peernanent bactrig MiTek' Is always teceubod for staUly and to prevent coltglwe with posidAe persord9 Inf ry and rxoperty damage. Toe general guidance iegadng the trAd,calim storage, delivery, mecilon and txocing of Inessos and Imes systems seeANSI/TPI I Dually Criteria, DSB-09 and SCSI Building Component 6904 Peeke Ease Blvd. solely Information avdfable from let= Rate InsOklo. 218 N. too Street. Stile 312, Alexaredda. VA 22314. Ta"pa, FL 33610 Job Truss Truss Type Oty Ply T12960812 W P0036 H4 Hip 1 1 009 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.130 6 5ep 15 2017 MI I eK mousiries, mc. Mon Jan lb iz:JC:a1 Ca7a rage i I D:Kf1YNX6mvAVulaMbjix9kpz4RS4-IUxG19aiBOORmdXNYGOkbP9KsS3yW OTuG6CykRzv6NS t•o•0 4.9 10 9 a0 14.0-0 19.0.0 23.2.2 28-a0 29.0-0, 1•a0 4.9.14 0.2.2 5-0.0 5 0 0 4.2.2 4-8 14 1.40 Scale = 1:48.9 44 = 3x4 4x6 = 4 5 6 14 3x6 = re ,. 3x6 = 3x8 = 4x6 = 3x8 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 10.12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Verl(CT) 0.38 10.12 >877 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.09 8 We n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 131 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1087/0.3.8, 8=1087/0-3-8 Max Horz 2=58(LC 16) Max Uplift 2=•278(LC 8), 8=-278(LC 9) FORCES. (lb) - Max. Comp./Max. Ten • All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2146/1493,3.4=-1854/1182,4.5=-1684/1142, 5-6=-1 684/1142, 6-7=-1854/1182, 7-8=-2146/1494 BOT CHORD 2.12=-1320/1939, 10.12=-1039/1874, 8-10=-1225/1939 WEBS 3-12=-304/474, 4-12=-250/473, 5.12— 340/236, 5-10=-340/236, 6-10=-251/473, 7-10=-304/475 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5.0-0, Extedor(2) 5.0-0 to 29.0-0 zone; cantilever loll 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 psl bottom chord live load noncwncurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3.6.0 loll by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplilt at joint(s) except 01=1b) 2=278,8=278. 0 WARNING - Vadly design parenalms and READ NOTES ON THIS AND INCLUDED IUVEK REFERANCE PAGE M67477 rev. IG' &W I S BEFORE USE Deslvt valid lof use orgy vAlh MnekV cavxactors. Ihls design Is based only upon paranefers shown. and Is tot an IndIvidual bxddbV component not a truss system. Before use. the building doslgnef must ve4N the appllcabliry, of design pofameters and piopraly Incorrofole tiak dQ*jn Into the oveiall building de*jn. ®ocing hdicated Is to prevent bticnb V of kxllvidud truss web and/a chord members orgy. Additional temporary and peimanent bi(XV19 MiTek' S alwoys iegtLed lot slotAlty and to prevent collgxe vAm IwsIble personal ldtay and IrofxaM damage. nor General gtldotce regadIng Rao IcII)lcolbn storage. clollvery. erection and brackag of trusses and MR systems. saoANSI/1VI I Quality Criteria, DSI11-89 and IICSI ButiNng Component 6904 Peke East Blvd Safety information rnrcAcible from truss Rate htslihile. 218 N. lee Street. suite 312. Atexcaxbb, VA 22314. Tarrpo. FL 33610 Job Truss Truss Type Ory Ply T12960813 WP0036 HJ7 Diagonal Hip Girder 3 1 Lobb Reference (optional) tsunders rfrstsource, I ampa, ream t;uy, mange swab o. tov * ziup rP CW 1 r ryll1.. M.—...' .I- ,..—,,,o„ ....< <... .- oao . ID:KIfyNX6mv"ukxMblfx9kpz4 RS4mgVeVVaKykYl Nn5Z5zxz7ciW RrVnFSy2VnIXW Guzv6NR 1.5.0 5.2.9 9.10.1 1.5.0 5.2.9 4.7.8 Scale a 1:21.2 20 c 52.9 - 4.7-8 LOADING (psi) SPACING- 2.0.0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 VBrt(LL) 0.04 6.7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ved(CT) 0.08 6-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Hor[(CT) 0.01 5 rda n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 20 SP No.3 REACTIONS. (lb/size) 4=129/Mechanical, 2=449/0-4-9, 5=307/Mechanical Max Harz 2=131(LC 22) Max Uplift 4=-88(LC 4), 2=-144(LC 4), 5=-86(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3-811/243 BOT CHORD 2.7=-2851750, 6.7=•285/750 WEBS 3-7=0/296, 3.6-798/303 Structural wood sheathing directly applied or 6-0-0 oc puffins. 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=3.Opsl; h=15ft; Cal. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical tell and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit 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 joinl(s) 4, 5 except (jt=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 lb up at 1-4-15, 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 designtselection 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 (pit) Vert; 1-4=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 8=42(F=21, B=21) 10=-91(F— 46, B= 46) 13— 39(F=-20, B— 20) 0 WARNING. vorW doogn pammotom and READ NOTES ON THIS AND WCLUOED MrrEK REFERANCE PAGE Mo-TR7 rev. 100302016 BEFORE USE Design valid lot use only Win, Mllek®conneclors. Bls design Is based only upon Parametersshown. and k for on IdMdtal buGCAng compononl. not a muss syslem. Belae use. the bulkling do3igner must verify the aWIcabllty of design paometers and pop oily I ncoWole this design Into the overall b tfic" design. Bracing Indicated Is to povenl buckling of IdNkdtral truss web and/a chord members only. Additional temporary and permanent MaClng WOW Is always recl lied for slabWty and to peveni cotlglse v4th possbie personal"and popery damage. ron gonerd guidance negardlng Ste fabricollon. storage. delivery, erection and brackV of fmrsses ad miss systems. secANSIMI; Quality Criteft D$8.89 and BCSI aubding Component 6904 Parke East BNd. Safely Information cwdkYxe from lnrss Rate Insahrie. 218 N lee Streel. Stile 312. Alexatdda, VA 22,414. Tempa. FL 33610 Job Truss Truss Type Oty Ply T12960814 W P0036 T 1 Common 4 1 1011Job Reference (optional) emmers rusibource, Iampa, ream tary, monoa sloao a.1av a Qey w cv1 r .... Vn 111VpD ... n.. 1nv11 ... ,. Joao ID•KffyNX6mvAVukxMbfix9kpz4RS4-Es3Oirbzi2g9?wglfhSCggFILFgT wDBjOh3oKzv6NO 1.0 0 5.5.14 10.4.0 15.2.2 20.8.0 21.8.0 1 0.0 5.5.14 4.10-2 4.10-2 5.5-14 1.0 0 Scale = 1:36.3 06 = g 3x6 = 3x4 = 3x4 = 3x4 = 3x6 - 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 FBC2017lrP12014 CSI. TC 0.53 BC 053 WB 024 Matrix-SH DEFL. In Vert(LL) 0.09 Vert(CT) -0.16 Horz(CT) 0.04 loc) Well Ud 2-10 >999 240 6.8 >999 180 6 We rl/a PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.5.15 OC purtins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=816/0-3-8, 6=816/0-3-8 Max Horz 2=-66(LC 13) Max Uplift 2=-222(LC 12), 6=-222(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1486/1296,3-4=-1308/1206,4-5=-1308/1206,5-6=-1486/1296 BOT CHORD 2.10=-1091/1318, 8.10=-577/884, 6-8=-1099/1318 WEBS 4-8=-411/466, 5.8=-285/461, 4-10=-411/466, 3-10=-285/461 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0.0 to 5-0-0, Extedor(2) 5-0-0 to 10.4.0, Cornei(3) 10.4.0 to 16-4-0 zone; cantilever tell 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.Opsl 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 100lb uplift at joint(s) except Qt=lb) 2=222, 6=222. 0 WARNING • Ver11y deden panunetan and READ NOTES ON THIS AND INCLUDED M1IEK REFERANCE PAGE MO-7473 ror. 11119=15 BEFORE USE. Design valid to use only wllh MI lek®conneclors. ihls desl l b basod only upon paameters shown. and is la an Individual budding component, no, a hues system. Below use. tho building designor roust verify the applicabllly, apw ofdesignpanetersandpropedyhcoiatuthis design Into the overall btaalng design. Brachg Indicated Is to pruvenl buckling of Indlvldual in=web and/a chord members orgy. Addtlor" temporary and pennaunent bracing MiTek' Is always necit/red lot sk1791y and to prevent collapse wllh possible personal hfury and property danage. ror general gu/danco regaalng iho latxlcatkxL storage. dellvery, erection art lxacing or inr un ad hiss systems, seeANSUTPI I Dually Criteria, D5B-69 and SCSI Building Component 6904 Parke East Blvd. Satey information avaltable hom Truss Rate hu6Rrle. 218 H. too Sheel. Gdle 312. Alexandra. VA 22314. Yampa. FL 33610 Truss Truss Type Oty Ply T12960815IJobWP0036T1GECommonSupportedGable11012 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 S.130 s Sep 15 2017 MiTek Industries, Inc. Mon Jan 15 12:32:04 2018 Page 1 ID:KIIyNX6mvAVul%Mblix9kpz4RS413dPwBcbULo?d4FyDOzRC 1 ra3llTjP6Ky4Odlmzv6NP 1 0 0 f 0.4-0 20.8.0 21.8.0 IN10.4.0 10.4.0 1.40 Scale a 1:36.3 4x6 = 30 — 23 22 21 20 19 18 17 16 1s 14 3x4 — 30 = 20.8.0 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 12 r1/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) 0.00 12 rVr 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 12 rVa n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-SH Weight: 98 lb FT = 2056 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-8-0. lb) - Max Harz 2=-66(LC 13) 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 (lb) or less except when shown. TOP CHORD 7.8=-71/252 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10.0.0 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=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1.0.0 to 5.0-0, Extenor(2) 5.0-0 to 10-4-0, Comer(3) 10-4-0 to 16.4-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 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 ANSVTPI 1. 4) All plates are 20 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 psi bottom chord live load nonconcurrenl 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. Q WARNING - VwIry deden paamerers end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 rev. I&OWtS BEFORE USE Design valid for use only vA01 Mnek®conneclas. Ihls design is based orly upon paaneters shown. and Is for an hdNl tal buldfrng componenl, not a buss syslern. Bolan use. Iho btAdkng deslgnoi must verify the aWicabllly of doslgn po anotors and propoity l ncofpaute this design Into the oveiall LAAdfing design. Bracing Indicated Is to rxevenl bucldfrng of individual truss web and/or chord membdrrs only. Addlllanal ternpaary and permanent biackv MiTek Is always fegilred fa stabtilly and to lxevenl collaixe vAlh posWe personal Inpey and propody damage. For goneral grldance regarding the fabrication, sloiago. delNery. eracilon and tracing of tnraas and Iruss systems. seoANsl/1P11 Quality Criteria, D511-1119 and BC51 au9ding Component 6904 Porks East Blvd. solely Information avdBabte from litm Rate lnstihrie. 218 N. Lee street, sd Ie 312. Alexandrkt. VA 22314. Tempo. FL 33610 Truss Truss Type Ory Ply T12960816IJobWP0036T2Common411013JobReference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 B.130 s Sep 15 2017 MITek Industries, Inc. Mon Jan 15 12:32:05 2015 4x6 = Style = 1:34 9 I9 3x6 = 3x4 = 30 = 3x4 = US = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017lrP12014 REACTIONS. (lb/size) 6=752/0.3.8, 2=817/0.3.8 Max Horz 2=72(LC 16) Max Uplift 6=-196(LC 13), 2=-222(LC 12) CSI. DEFL. in loc) I/dell L/d PLATES GRIP TC 0,58 Vert(LL) 0.10 6.7 >999 240 MT20 244/190 BC 0.54 Ven(CT) -0.16 6.7 >999 180 W B 0.24 Horz(CT) 0.04 6 We n/a Matrix-SH Weight: 89 lb FT = 2045 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5.4 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1490/1335, 3-4=-1312/1241, 4.5=-1319/1289, 5.6=-1487/1378 BOT CHORD 2-9=-1153/1322, 7.9=433/888, 6-7=4153/1331 WEBS 4-7=-423/476, 5.7=-290/466, 4-9=-408/465, 3.9=-285/461 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=3.Opsl; h=1511; Cat. II; Exit C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Comer(3) -1.0.0 to 5-0.0, Extedor(2) 5-0-0 to 10-4-0, Comer(3) 10.4.0 to 16-4-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 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 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplill at joint(s) except (jt=lb) 6=196, 2=222. 0 wARNINa - vedry design peramorem and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE N67R3 rev. 1WO37015 BEFORE USE Design valid fa use only vAth Mllek® conneclors. ltls design Is based only upon paameten shown, and Is for an individual LvIO p component, not a buss spleen. Before use. the building deslpner must vedly the al."IcaMly, of design parameters and property Incapofate this deslDn into the overall bxodh dosign. Bache Indicated Is to buckling of IndIvldrlrl inns web and/of Chad members only. Addilkxral temporary and pormanent bracing Welk' g prevent Is dwdys required top stability and to pevent colloixe vAlh posso)kr personal hhay aid rxop(My damage• Top general guidance regading Ilre fabrlcallon slon:W. delivery, tnecllon and b)racbi0 of trusses aril Irt ss systems seeANSI/IPI I Quality Criteria, DSB-49 and SCSI Building Component 6904 Pork@ East Blvd Torrpa. FL 33610SafelyInformationovlldrlehornlnraRatehulihrte. 216 N. lee Sheet. Suite 312. AlexarxMa. VA M. 14. Job Truss Truss Type Oty Ply T12960817 WP0036 T3 Roof Special Girder 1 1 1014Job Reference (optional) Ruildars FirstSourea. Tampa. Plant Citv. Florida 33566 8.130 s Sao 15 2017 MiTek Industries. Inc. Mon Jan 15 12:32:07 2018 Page 1 ID:KIIyNX6mv"ukxMbllxgkpz4RS4-7oiXYCeTmGBaUY_XuW WSggPJhsESwXSne21Hx5zv6NM r1.40 SS14 10.4.0 13.8.0 17.4.0 21.40 24.2.2 280.0 29.0Q 1000 5.5.14 4.10-2 3.4.0 3.8.0 3.8-0 3.2.2 3.9.14 1.0-0 Scale a I :50.8 4x6 = 3x6 = ' r I. , „ 3x12 MT20HS-- 2x4 II 5x8 = 700 = 3x8 = 7x10 = 2x4 II LOADING (PSI) SPACING- 2-0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.64 Ven(LL) 0.26 13.15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Ven(CT) 0.48 13-15 >695 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.99 Horz(CT) 0.09 9 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Maldx-SH Weight: 165 lb FT = 2046 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-6 oc pudins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing WEBS 20 SP No.3 REACTIONS. (lb/size) 2=155310-3-8, 9=2465/0-3.8 Max Horz 2=66(LC 31) Max Uplift 2=-424(LC 8), 9=-768(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3377/884, 3-4=-2959/860, 4.5=-2933/852, 5-6=-5062/1569, 6-7=-5062/1569, 7-8=-5545/1737, 8.9=-5598/1726 BOT CHORD 2.17=-817/3063, 16-17=-817/3063, 15.16=-1265/4618, 13.15=-1264/4620, 12.13— 1530/5197,11-12=-1540/5120,9.11=-1540/5120 WEBS 3.16=-442/224, 4-16=-566/2004, 5.16=-2557/832, 5-13=-345/679, 7.13= 479/578, 7-12=-588/1983 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; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber D0L=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 lit 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=424, 9=768. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 lb down and 96 lb up at 21-0-0 on top chord, and 15121b down and 474 lb up at 20.9-8, and 279 Ib down and 114 Ib 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 (pit) Vert: 1-4=-54, 4.5=-54, 5.7_ 54, 7-10=-54, 2-9=-20 Concentrated Loads (lb) Von: 7— 52(B)12= 1791(B) 0 WARNING . Vody d@Wgn parameter, and READ NOTES ON THIS AND INCLUDED AMIK REFERANCE PAGE M67477 rev. 10003I1015 BEFORE USE. Design valkl for use only with MlleklS conrneclas. lints design Is based only upm pmamefers shown, and Is fa an Wvkkxi boding componenl, not a ktas system. Before use. one Wilding designer must vedfy the applicabllN of doskln poramuters and ptopetly Incoglaate this Ue*jn Into the overall Bating Indicated Is to bscaing IndNkhxd Inns web and/ow chorU members only. Addlllorol temporary and permanent tsWrvj M iTek' Hiding design. prevent of Is always required fa stability and to prevent collapse with possible personal trnkav and peoPony damage. For general guidance tegadlng the 6904 Pork* East Blvd. fabrication, stactgo. delivery. erectlon and bracing of tnmes and tFtm systems, seeANSIMI I Quality Cdlerlo, DSB-69 and BCSI Building Component Tur po. FL 33610SolelyIntormatlonavalksbletramlrtrsRateIm6k4e, 218 N. Lee Street. Stile 312. Alexarndda. VA 22314. Truss Truss Type City Ply T12960818IJobWP0036T4RoofSpecial11015 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 a.130 s Sep 15 2017 Mi7eK Industries, Inc. Mon Jan 15 12:32:08 2018 rage 1 ID: Kl1YNX6mvAVulaMblix9Kpz4RS4-bgsvmYf5XaJR5iZISE2NNtyRzGVSfSFwtrOgUXzv6NL 1.40 5 IS.: 14 10-4.0 11.8 0 , 19.0.0 232.2 28.40 29 0•Q 1.40 S•5.14 4.10.2 1.4.0 7.4.0 4.2.2 4.9-14 Sx6 = Sx6 = 5x8 = Scale = 1:49.7 3x8 = IM - IG - 3x6 = 20 II 6x8 = 30 = 5x6 WB= 30 = LOADING (psi) SPACING- 2-0-0 TCLL VON Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20171rP12014 LUMBER - TOP CHORD 20 SP No.2'Except• 5-6: 2x4 SP No.1 BOT CHORD 20 SP M 31 WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (Ib/size) 2=1087/0-3.8, 8=1087/0.3-8 Max Horz 2=-66(LC 17) Max Uplift 2=-268(LC 12), 8_ 318(LC 13) CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TC 0.86 Vert(LL) 0.4310.12 >781 240 MT20 244/190 BC 0.67 Vert(CT)-0.6310.12 >524 180 WS 0.38 Horz(CT) 0.06 8 rVa rt/a Matrix-SH Weight: 136 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6.1.0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2112/1652, 3.4=•1860/1471, 4-5=-1785/1502, 5-6=-1688/1409, 6.7=-1895/1477, 7-8=-2157/1797 BOT CHORD 2.14=•1414/1886, 13-14=-1414/1886, 12-13=-1090/1715, 10-12=-1118/1728, 8-10=-1556/1935 WEBS 5-12=-693/614, 6.10=-221/458, 7-10=-248/487, 4-13=-785/989, 313=-376/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opst; h=1511; Cal. If: Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Comer(3) -1.0.0 to 5-0-0, Exterlor(2) 5-0-0 to 10-4-0, Corner(3) 10-4.0 to 25.0.0, Extedor(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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit 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 ()t=1b) 2=268, 8=318. 0 WARNING • Verily declyn pwamstens and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M47473 rev. 109MIS BEFORE USE Design valkl lop use orgy vnlh Rielr®conneclois. lints design Is Ixlsed orgy upon paameters shown. and Is for an Individual building component. not a truss system. Before use. Iho Widing designer must verity the apOicalAlty, of design paaneters and property Incoipoiote this design Into the overall budding MWJuul truss =Jlor chord members orgy. Addltonol lem"asy acl permanent bracing WOWbtlfcangdodgn. Biacing Irxfkated Is to prevent of web Is dwoys legaled la stability and to prevenl collapse wllh Ixxlllle personal b*" cod Ixopeny damage. For general guldonco rogadnp the 6904 Parke East Blvd. tabncalbn storage. delivery, erectlon anti blacfrng 01 Ihrsses and Innb systems WCANSI/IPI I Quality Criteria, DSB-89 and BCSI Buftnig Component Tampa, FL 33610SolelyInformationavcliablefromlitrssRateInsllhrie. 218 N lee Sheet. Stlle M2, Alexanddo. VA 22314 Job Truss Truss Type Oty Ply T12960819 W P0036 T5 Common 6 1 016 Job Reference (optional) tsuimers I-frs150urce, I amps, Plant Lary, hlonaa 33565 a.130 s 5ep 15 2017 MITek Industries, Inc. Mon Jan 15 12:32.09 2018 Page 1 ID•KIIyNX6mvAVukxMbfix9kpz4 RS4-30OlzuglluRgsSvOxZcv5UcLgndOYD36M8N0_zv6NK 0.0.0, 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 Scale: 1/4'=l' 5 Oo 12 4x6 = jg 3x8 = 3x4 = 3x6 = 30 = 3x8 LOADING (psl) 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 FBC2017/TPI2014 CS1. TC 0.89 BC 093 WB 0.52 Matrix-SH DEFL. In (roc) I/dell Ud Verl(LL) -0.24 10.12 >999 240 Verl(CT) -0.45 8-10 >742 180 Horz(CT) 0,07 8 We n/a PLATES GRIP MT20 244/190 Weight: 122 lb FT = 20°L LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 20 SP No 3 REACTIONS. (lb/size) 2=1087/0-3-8, 8=1087/0-3.8 Max Horz 2=87(LC 12) Max Uplift 2=-292(LC 12), 8=-292(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2047/1640, 3-5=-1814/1540, 5.7=-1814/1540, 7.8=-2047/1640 BOT CHORD 2-12=-1387/1837, 10-12=-755/1214, 8-10=-1395/1837 WEBS 5-10=-495/655, 7-10=-403/562, 5.12=-495/655, 3.12=-403/562 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7.10; VUI1=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.0ps1; h=1511; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5.0.0, Extedor(2) 5-0-0 to 14-0-0, Corner(3) 14-0-0 to 20.0-0 zone; cantilever left and right exposed, end vertical left and right exposed;C-C for members and forces 8 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 20.0psf 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except Qt=lb) 2=292, 8=292. 0 WARNING - VMy d4slgn parnmstm. and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE NO.7473 rev. 109212015 BEFORE USE Design valld lot use only with Mtlek® connoctors. R* design Is Ixssed only upon parameters shown, and Is Ior an Indlvldual IxAding component. not a huss system. Before use, the buckling designer must verity If* op0Icabllty of design Ixaaneters oncl properly Incorporate, this design Into the ovewll building design. bacing Indicated Is to prevent buckling of IrxllvkkKA truss web and/or chord members only. AcIdlional lemWary and permumml twicing WOW Is always regt4red for slot11llly and to prevent collapse vAlh possBA9 personal k*ffy and property damage For general guidance regading the labrk:atklrt $101000. delt/ery, erecllon and MochV of busses and buss systems, seeANS111P11 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safely Information avdtalsle from lnnss Plate Institute. 218 N. Lee Street. Sulle 312. Alexondda. VA 22314. Tempo, FL 33610 Truss Truss Type city Ply T12960820IJobWP0036V3Valley111017JobReference (optional) Builders FirslSource, Tempe, Plant City, Florida 33566 e.1 sv s Sep 15 2u1 I MI r ex mousotes, inc. Mon don i o i c;oc; re ce r o rage i ID:KljyNX6mvAVukxMbfix9kpz4RS4-XC_gAEhM3BZ9L7j6Zf4rSI1 yo4Ld77dDK000YOzv6NJ 3.1.8 3.1.8 Scale = 1.9.3 2x4 -:- 20 II LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Verl(LL) Na We 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) rVa rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 rVa n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 9 lb FT = 20%* LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc puffins, BOT CHORD 20 SP No.2 except end verticals. WEBS 20 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 11) Max Uplift 1=-23(LC 12), 3— 29(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUII=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C, Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 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 psl 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. 0 WARNING • Vedry deadyn parametore and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M11,7473 for. fMMIS BEFORE USE Design valid lot use only vAth Mllelt® connectors. this design S based orgy upon paramelers shown. and Is for an Individual buldling Componenl. rwl a buss system. Before use, the bBdng designer must verify the of.01cabltty, of design parameters and property Incorporate thb design Into the overall btlding design. Bachg Indicated Is to prevent budding of Individual trim wet> and/or chord members orgy. Additional temporary and permanent lacing MOW b always regalrod for slab lity and to pnovenf collapse wtlh possible personal Injury and properly damage. For general g ldo nce regarding the labrkalbn storage. delivery. erection and bracing or trusses and trim systems sueANSIMI I Quality Crllerb, DSB-67 and SCSI Building Component 6904 Perks Ea3l Blvd Sorely Information av lkble from trtm Rate Institrrie. 218 N. lee Street. Sidle 312, Alexandria. VA 22314. Torrpo. FL 33610 Job Truss Truss Type Oty Ply T12960821 W P0036 V5 Valley 1 1 018 Job Reference (optional) Builders FlrslSource, Tampa, Plant City, Florida 33566 0.130 s Sep 15 2017 MI I eK nlauslnes, Inc. Mon dan r5 r2:sz 1a 206 rage i ID:KIjyNX6mvAVukxMblix9kpz4RS4-XC_gAEhM3BZ9L416Z14rSl 1 s04l477dDKOIxYOzv6NJ 5.1.8 5.1.8 Scale = 1 13 5 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,55 Ven(LL) rVa rVa 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Verl(CT) Na rVa 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Malnx-P Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.1-8 oc pudins, BOT CHORD 20 SP No.2 except end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/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=3.0psf; h=151t; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever tell and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1 60 2) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit 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 joints) 1, 3. 0 WARNWo . vertry dosign peramelert and READ NOTES ON THIS AND INCLUDED N11FIr REFERANCE PAGE W7473 rev. IGV3W I6 BEFORE USE Design valki la tree only with MllekO connectors. Snls design is posed only upon parameters shown. and Is tot an Individual b uldling component. nor o bruss systorn Boforo uso. Iho btAldng designer must vodfy the opplicabilly of design peranelers and properly Incotferate Ihls design into iho ovepall bbuildIng design. Blocing Indiculed Is to budding of IndIvkflxA tniss web and/or chord membber$ only. Addiftnal temporary and Permanent bracing M iTek' ptevenl Is always reWied lop staWlty mid to faevent colloIxe vAlh possible personal Inkoy and Property danogo. Pot general guldo nco iegading Ow 6904 Parke East Blvd. fabilcollon, storage. delivery. erection and bracing of Irtasm and tens sWeins. seeANSI/IPI I Quality Cdtedo. DSB-89 and SCSI Building Component Tampa. FL 33610SolelyIMormoSonavaiiablefrombinsPlabeInslikde. 218 N. lee Street. Wfe 31Z Alexaridrim VA 22314. Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions ore in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/ la' I For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings Ono (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 TOP CHORDS 0 C 0 U a O M 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, ESP-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 W1 a MiTek' MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A 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 on 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 stock 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 ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at Ilme of fabrication. 9 Unless expressly noted, this design is not applicable for use with fire retardant, preservative neoted. or green lumber. 10. Comber is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to comber for dead rood deflection. 11. Plate type. sae, orientation and location dimensions indicated ore 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 purilns 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 ore the responsibility of others. 16. Do not cut or alter truss member at plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmentol health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, bock words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. t{sor i/L2/60 0-0-82 0-0-BZ Rim 9E :ol 1212 O-B-OZ 0 0 o 0 0 o 0-1•-L O-B-Od sawOH NgIPVn S 26L-CIO oXyj iS6S-SU-EIS GNMd 4-13 W'old S I9e-101P fXV O 00122-ISO-Lof GNMd b aDjnoSjsJ siaplin 0 o61ago CrA i TM 1NLL ON me Na m 9m1mO) 7'm A TM mni 0 Am 39 n a A 'NMMddd ON no zumn SS w LrJ iD 1nNI31DIAN SImm TV smU ON S3S m ro rmgr 3 I 31LL a 1ltbin mu 0 0 0 try 0 VAOdddd DNIMd89 dOHS 3e m WO MIMrVM IV3VM ce N tiLn o 0Om°i ct 0 a3nuu ul ps yy "" As c ix{l p r° IaO iInDiS° S'MAMN CS MINJ ATMM10M M 31M 3MV &OWA TN cE Il' sznl Ma Sw1 7w f2 c S31ON p C& L UI= Ira II 2- 92M o1 c s L J 9ilm sN a1 0-0-82 M-B2 mm 1H tRi JAq iE i 811-s0009 LI3H .91 00-00-2 1>18 S i p.jvoH WI21 Lrl Aix .B/i i B' i-s0009 LI3H .91 00- 00-9i 00- 00-E iW21 iir3 B' i-s0009 LI3H .91 00-00-4 Oir3 8 i i i 8' i-s0009 LI3H .9 8' 1-s0009 LI38 .91 0000 00- 00-9 6r3 8r3 i i 811-s0009 LI3H .91 00 00 8 Lr3 S i B'i-s0009 Hog 191 00-00-12 9r3 4i I 81-s0009 Hog .91 00-00-S2 Sri 21 i 811-s0009 LI3H .91 00-00-92 sr3 9 i 811-s0009 LIM .91 00-00-82 Era i i 811-S0009 LI39 .91 00-00-62 2r3 2 o } aW 2dS ONE salld 0' 2 LWVI-HS83A .91 X .V/£-i jonpo. d 00- 00-8 ual ir3 QI} old HUMS1H9I3H9NIdd39sl3npoJd RECORD COPY D City of Sanford S>A4,5 Building and Fire Prevention Product Approval Permit # # 1 8- 9 3 9 Specificati N - m o SPN oR OEPAR Project Location Address ngao LO 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 Sliding I WINDOWS & DOORS 420 FL15332-R4 Sectional WAYNE DALTON 5120/6100/9100#0230 FL9174-R12 Roll U 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 Category / Subcategory Manufacturer Product Descri tion Florida Approval # including decimal 3. Panel Walls Siding JAMES HARDI 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-R72 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-RlO Other June 2014 01 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal S. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels CAST-CRETE USA, INC HIGH STRENGTH CONCRETE LINTELS FL158-RlO Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other B. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Boise Cascade Engineered Wood Products 4. 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 felting. 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 SYSTEMS Now it's easier than ever to design and build better floor systems. When you specify the SIMPLE FRAMING SYSTEM®, your clients will have fewer problems with squeaky floors and ceiling gypsum board cracks. The SIMPLE FRAMING SYSTEM® also means overall better floor and roof framing than dimension lumber allows. Better Framing Doesn't Have to Cost More Boise Cascade Engineered Wood Products' SIMPLE FRAMING SYSTEM® often costs less than conventional framing 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 SYSTEMS So Simple? EI Floor and Roof Framing with BCI® Joists Light in weight, but heavy-duty, BCI® Joists have a better strength / weight ratio than dimension lumber. Knockouts can be removed for cross -ventilation and wiring. U 9 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. 0 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. EI 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 floortwall intersection. I Product Profiles, BCIO Architectural Specifications ......... 3 VERSA -LAM° Products, Specifications, Allowable Holes..... 26 f About Floor Performance, BCIO Residential Floor Span Tables, VERSA -LAM° Details, Multiple Member Connectors ........ 27 One Hour Floor/Ceiling Assembly ........................ 4 VERSA -LAM® Floor Load Tables (100% Load Duration) ......... 28 1 BCIO Floor Framing Details .......................... 5-6 VERSA -LAMP Snow Roof Load Tables (115% Load Duration) ..... 29 o ; BC/0 Joist Hole Location 8 Sizing, Large Rectangular Holes... 7 VERSA -LAM• Non -Snow Roof Load Tables (125% Load Duration). 30iBCIOCantileverDetails, Web Stiffener Requirements ..... 879 BCI• Floor Load Tables ........................... 10 - 12 VERSA -LAMP Closest Allowable Nail Spacing ............. 31 U BCl° Roof Framing Details 13 - 14 VERSA -LAID Design Values ........................... 31 BCI° Roof Span Tables ........................... 15 - 18 VERSA-LAAP 1.8 2750 Columns, VERSA -STUD• 1.7 2650 .. 32 BCI• Roof Load Tables ........................... 19 - 23 Computer Software: BC FRAMER°, BC CALC° ............ 33 BCI• Design Properties, BCleAllowable Nail Spacing ....... 24 Framing Connectors: Simpson, USP ................ 34 - 35 Boise Cascade Rmmboard Products/Properties ............ 25 Lifetime Guarantee ........................... Back Cover Boise Cascade EWP - Eastem Specder Guide • 08104120'5 aster_n_P_r_od.uct_P_r_ofi.le_s yRSrl B-C U-0isU VERSA -LAM® VERSA -LAM® VERSA -LAM® BCI® 4500s 1.8 8CI05000s 1.8 BCI®6000s 1.8 BCI®6500s 1.8 BClO 60s 2.0 BCI® 90s 2.0 1.72650 1.82750 2.03100 1'/:"I 1'/d'I T1Y:' T ,'yell ,%" T ,K"I T T T 9'/:, T 9'/:' 91/2" 11'/:' 11'/:' : ; i!',` '! 3'/2" 11'/i' 9'/i' s „ 11 %i' 11'/i' '/ 14" '/e 14" p 3/:' tr. E. 3 " irr t0 yell 14" Y... 11 Y." / 14„ / 14„ 16 16•1 to 16" ! .' 7 to 7'/i' i 24„ I ail16.1 1 I —1 I -I I+— —I Imo— I I —I I— N—I I M--I- 1'/:' 2" 25/le' 29/,e' 25/,e' 3'/:' 1%:", 1'/.", 3'YF 3'/z" to 5'/T VK", 1'/.", Some products may not be available in all markets. Contact your Boise Cascade EWP representative for availability. 3'/:", 5'/." BCI° and VERSA -LAM", products shall be installed in dry -use applications only, per their respective ICC ESR evaluation reports. J_o_ist_Ar_ch.itectu.r-al_S.pecifi.cati.o. 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 EWP • Eastern Specifier Guide . 0810412015 Residential, Floor, Span- Tables About Floor Performance Homeowner's expectations and opinions vary greatly due to the increase the joist depth, limit joist deflections, glue and screw a subjective nature of rating a new floor. Communication with the thicker, tongue -and -groove subfloor, install the joists vertically ultimate end user to determine their expectation is critical. Vibration plumb with level -bearing supports, and install a direct -attached is usually the cause of most complaints. Installing lateral bridging may ceiling to the bottom flanges of the joists. help; however, squeaks may occur if not installed properly. Spacing The floor span tables listed below offer three very differentthejoistsclosertogetherdoeslittletoaffecttheperceptionofthe floor's performance. The most common methods used to increase performance options, based on performance requirements of the the performance and reduce vibration of wood floor systems is to homeowner. Joist Depth BCIO Joist Series THREE STAR * * * FOUR STAR * * * * CAUTION MINIMUM STIFFNESS ALLOWED BY CODE + CAUTION Live Load deflection limited to L/480: The common industry and design community standard for residential floor joists, 33% stiffer than L/360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'h" and 117/6" deep joists without a direct -attached ceiling. Live Load deflection limited to L/960+: In addition to providing a floor that is 100% stiffer than the three star floor, field experience has been incorporated into the values to provide a floor with a premium performance level for the more discriminating homeowner Live Load deflection limited to 1_/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads; however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. co.c. 16" o.c 19.2" O.C. 24" 32" o C. o.c. 12" o.c. 16" o.c 19.2" 1 24" o C. 32" O.C. 12" O.C. 16" o.c. 19.2" o.c, 24" O.C. 32" O.C. 4500s 1.8 16'-11" 15'-6" 14'-8" 13'-7" 11%9" 11'-6" 11'-6'- I 10'-0" I 10'-0" 9' T' 18' 9" 16'-8" 15'-3" 13'-7" 11'-9" 500051.8 1T-" 1V_W 15-2" ; W-1" 12'-5" 11'-V I 11'-8" 10'-0" 1lY-0" 9'-11" IF-4- 1r-.W 15-4" W-7" 12'-5" 6000s 1 8 18'-2" i IF-r 16-8" W-8- i 13'-4- 11'-0" 1 11'4" 17-T 17-0" 10W 20'-2" 18'-5" 1T-0" W-9" 13'-0" 85005 1.8 18'-0" 1T-1" I 16'-1' ivit ; 13'-0- iv-w 11'-0" iv-o- iv-o- iv-o- 2v-8" 18'-11" 1T-10" 18'-T' 14'-3" 4500s 1.8 20%0" 1WA 17'-3" 15'-5" 13'4" 15'-6" 14'-3" 13'-5" 12'-6" 114" 21'-10" 18'-11" 17'-3" 15'-5" 13-4" 5000s 1 8 2v-.r iw-o- ' 1T-11" 16'-7" I 1Y-4- 15'-0" 14'-9" 13'-11" j 12'-11" W-9" 23'-0" 27-4" 18'-" 16'-7" IY-4. 6000s 1.8 21'-T' 17-8" 1 18'-T' 1T-0" W-10" 15'-0" 16-4" 14'-5" IT-V 12'-1" 2T-10- 21'-10" 2v-.T 1T-11" 14'-10" 6500s 1 8 22-2" 20'-3" 15-2" I 1T-10" W-10" 16W W-10" W-11" 13'-10" 12-T' 24'-T 22'-5" 21'-1" 18'-10" W-10" 60s 2 0 23'-7" 21'-0" 20'-4" 18'-11" 1F-4" 18'-0" 16'-9" 16-9" W-8" 17-3" 26'-1" 23'-10" 22W 21'-0" IF-4" 90s 2.0 2v-T' i 24'-3" 22'-10" i 21'-3- 19'-4" 19'-0" 18'-10" 1T-" 16'-W 14'-10" 2W-5" 26'-10" 25'--3" 23'-8" IW-4- 450051. 8 22'-9" ' 20,-7" 18'-9" 16'-9„ 13'-11" 17'-10" 16'-3" 15'4" 14'-3" 13'-0" 23,-10" 20,-7" 18,4- 16,4- 1IT-11" 5000s 1. 8 23'-T' 1 21'-T' i 20'-2" 18'-4- 1IT-11" 18'-0" 16'-10" 15'-11" 14'-.9- 13'-0" 25'-T 22'-1" 20'-2" 18'-0" 13'-11" 6000s 1. 8 24'-0" j 2Z-6" 21'-2" 1 19'-0" 15'-5" 19'-2- 1T-0" 18'-0" 15'-0" 13'-11" 2T-1" 23'-11" 21'-10" 19'-0" IF-W 14" 6500s 1. 8 25'-2" 2T-0" 21'-0- 1 20'-2" 15'-0" 19'-0" 1T-11" 18'-11- j 15-0" W-3- 2T-9" 25'-2" 22'-11" 27-6" 15'-0" 605 2. 0 26-9" i 24=5" 23'-0- 21'-5" iv-4- 2v-11" 19'-0" 1T-11" I 16'-7" iv-1- 29'-T' 2T-0" 25'-0" 21'-10" 16'-0" 90s 2. 0 30'-1" 2T-0" 25'-1(r 24'-0" I 19'-T 237-C 21'-4" 217-W 18'-0" 16'-9" 3T-r W-4- 28'-7" 28'-0" 17-6- 4500s 1. 8 25'-2" 22'-0" ' 20,-l" i 17'-11" 14'-1" 19'-9" 18%0" 17'-0" 15'-10" 14'-l" 25'-5" 22'-0" 20%1" 17,-11" 14'-l" 6000s 1. 8 2T-0" 24'-9" 123'-0" 20?-10" I 1F-9" 21'-2" IF-4- W-2" W-11" W-4- 27-6" 25'-6" 23'-4- 20'-10" 15'-9" 16" 6500s 1.8 2T-9" 25'4" 23'-11" 121'-1" W-9" 21'-9" 19'-W 18'-0" 1T-0" 15'-8" 37-8" 26'-11" 24'-0" 21'-1" 15'-9" 60s 2. 0 29'-7" 1 2T- ' 25'-0" ' 21'-10" 1W-4" 23'-2" 21--1- 19'-19, 18'-6" IF-4" 3T-0" 29'-10" 2T-0" 21'-10" 18'-4" 90s 2. 0 33'-4" I X-C28'-7" 26'-2" I 19'-T' 28'-0" 23'-T' 22'-2" 2V-8" 18'-T' 38'-10" 33'-T' 31'-0" 26'-2" 19'-7" Span table is based on a residential floor load of 40 psf live load and 10 psi dead load ( 12 psf dead load for 90s 2.0 joists). Span values assume a/s" 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 -'/s' 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) ne=H- o_u.r_F_i.r-e-Resistive-Assem b.ly 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. t3/32" 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 VV 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 60 carpet & pad to fire assembly: STC=54 IIC=68 or t 3'/ i' glass fiber insulation to fire assembly. STC=55 IIC=46 or @dd an additional layer of minimum °/:' sheathing STC=61 IIC=50 and 9'/ i' glass fiber insulation to fire assembly: Boias Cascade EWP • Eastem Specit er Guide • 08/04/2015 Floor Frami.n t:•.ecs_.ti_.. .._.,,-.;xar., .w.;asr:; ..... •s-_,;r_-=.._ r..-...-.:,.. s, .,..=.:.:.::--sz._—...,: ._ 1 . y r NOTE The Illustration below is showing several suggested applications for the Boise Cascade EWP products. It is not intended to show an actual house under construction. NO MIDSPAN BRIDGING IS REQUIRED FOR BCI" JOISTS FOR INSTALLATION STABILITY, Temporary strut lines (10 min.) B' on center max. Fasten at each joist with 2-8d nails minimum. \ Dimension lumber is not suitable for use as a rim board in BCIA° floor systems. f BCI° rim joist. See page 6. BOISE CASCADE* Rii See pages 6 and 25. For load bearing cantilever details, see page 9: O s fl BCI° blocking or 2x4 "squash" block on each side required when supporting a load -bearing wall above. 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=, ALLJOIST°, and BCI° Joists must be wrapped, covered, and stored off of the ground on slickers at all times prior to installation. VERSA -LAM", ALLJOISr and BCI° Joists are intended only for applications SAFETY WARNING DO NOT ALLOW WORKERS ON BCIm JOISTS UNTIL ALL HANGERS, BCIS 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 BCI9 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 '/I 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. When Installing Boise Cascade EWP products with treated wood, use only connectors/fasteners that are approved for use with the corresponding wood treatment. VERSA -LAM° header or an BCI• header, 1%" knockout holes at approximately 12" o.c. are pre -punched. 5 0! See page 7 for allowable hole sizes and location. VERSA4 AM° 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". ALLJOISTr, and BCF Joist in accordance with the Boise Cascade EWP Installation Guide will void the limited warranty. PRODUCT HANDLING TO AND AT JOB SITES There are some differences between engineered wood products and traditional lumber products in terms of product handling: Avoid handling and storing SCIO 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 Guide • 08/04/2015 KRW Floor Framing -Details Additional floor framing details available with BC FRAMER® software f1 BEARING DETAILS B0 q• BCI• Joist rim Joist. blocking. Dime nslo!Iumber isnot suiforNail BoiseuseasrirdCascade with Bp•s. Rimboard toCI• JoistswithDimensionlumberisnotBlockingberequired8d nailIntosuitableforuseasrimperpenditowall,•consult dprofessional each flange. boats with 8q Joists. of record and/or local building official. wall for minimum olst bearing. 0 0 BOISE CASd CADS• Top Flange or Face One 8d nail Mount Joist Hanger / each side at y i1 bearing alllid posts blockNotjoist mustBCIO floor II from above )oast must be t I I 1%" minimum bearing to bearing waldesl above w K., length (1e/ a" required for below. not stacked over 18' and deeper joists)0 wall below. VERSAIAM• To limit splitting flange, start nails at least 1%' Blocking required underneath braced wall from end. Nails may need to be driven at an panels and shear walls, consult design angle to limit splitting of bearing plate. professional of record. INTERMEDIATE BEARING DETAILS M: Bq• JoistSlopeCutReinforcementnemdhele w restores oridinal allor,ahle 1 For load bearing wall above stacked over wall below). Blocking may required at intermediate bearings for floor diaphragm per IRC in high seismic areas. consult local building official. Load bearing Double Squash Block Vertical Load shear/reaction value to cat end of BCI•joisL BCI• Joist shall not be used as a collar or rafter tension lie. 2 x 6 min. rafter. Rafter shall be supported by ridge beam or other upper bearing support T Alft 6 12 116 sl:e Joist Spacing linj 12 16 19.2 24 20 4463 3347 2769 2231 24 7013 5259 4383 3506 wall abovemin max. stacked over 1. Squash blocks are to be In full contact BCI• wall below) with upper floor and lower wall plate, Heel depth BCI• Joist Depth bloekin 2. Capacltlesshownareforadouble ( see g squash blocksateachjoist, SPFor table 2x block. better, below) . 24' 2r blocking required at bearing (not shown for parity). Backer block Double BCI• Joist "/no min. plywood/OSB rated sheathing as renforcemenL minimum 12" Connection Sheathing or Install reinforcement with face grain horizontal. Install on wide). Nall with rimboard both sides of the joist, light to bottom flange. Leave 4OZ Joist 10-10dnails. Filler Block closure minimum V.•gap between reinforcement and bottom of Hanger • (see chart below) top flange. Apply construction adhesive to contact BCI• Joist surfaces and fasten with 3 rows of min 10d box nails at blocking 6' o. c Alternate nailing from each side and drrrch. w required for Filler block Nall with 10 -10d nails. acker Bblock required wheretop flange joist hangerload exceeds 2501bs. Install tight to too flange. d • Web -Filler Nailing 12- • on,- centeronenter Connion va lid for all ect applications. Contact Boise CascadeEWP Engineering for soee fic conditions. cantilever. I For load bearing cantilever, see pages 8 and 9. Uplift on backspan shall be considered In all cantilever designs End wan ear Bin Minimum Neel Depth RoofPilch 6fl2 7112 8112 9112 10112 12112 2 x 4 4'/i 4Y" 4Y." 4Y." 4'/." 2 x 6 E31 3'/ i4" 2'.4. 2Y" 2e/rs" 2Y." LATERAL SUPPORT BCI.loists shall be laterally supported at the ends with han ers, rimboard, BCI• rim joist or blocking panels. BCI blocking panels or rimboard are required at cantilever supports. Blocking maybe required at Intermediate bearings for floor diaphragm per IRC In high seismic areas, consult local building official. MINIMUM BEARING LENGTH FOR BCI• JOISTS Minimum end bearing: 1W for all BCI•Jolsts. 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 1% Inches thick and less: 2-8d nails one each in the top and bottom flange. BCI.4506s/5000s rim joist: 2-10d box nails, one each In the top and bottom flange. BCI96000s/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 BCIDist with 2.10d box nails, one each side of flange. rim joist, rim board or BCI• blocking panel to support-, Min. 8d nails @ 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. BCI ) Dist to support: 2- 8d nails, one on each side of the web, placed 1% inches minimum from the end of the BCIw Joist to limit splitting. Sheathing toBCl• oast: 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 rage 24 for floor diaphragm nailing specified at closer spacing than IRC. Maximum bracing spacing for full lateral stability: 18" for BCI94590s & 5000s, 24" for larger BCI' joist series. 14 gauge staples may be substituted for 8d nails If the staples penetrate at least 1 Inch Into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Block Thickness Filler Block Thickness 450 s 1. s/i" or '." wood panels Two %" wyoil panels or Z x 5000s 1.8 3'4" or r/e" wood panels Two %" wpod panels or Z x 6000s 1.8 1%" or two %* wood anels 22 " x + r/ 1s" or rhwood panel 6500s 1.8 llh" or two%' wood panels 2 x + %* or T' 4" wbod panel 6Os 2. 01%" or two rfi" wood panels 2 x _ + is. or 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 V4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT BCle JOISTS FROM THE WEATHER BCI° Joists are intended only for applications that provide permanent protection from the weather. Bundles of product should be covered and stored off of the ground on stickers. BCI° RIM JOISTS AND BLOCKING Verticaloa apacity ll 1 Depth in] Series No W.S. 10 W.S.m 9%a 4500s 1.8, 5000s 1.8, 2300 N/A 6000s 1.8 6500s 1.84500s1.8, SOOOs 1.8, 2150 N/A 11%" 6000s 1.8 6500s 1. 8 60s 2.0, 90s 2.0 2500 N/A 4500s 1.8, 5000s 1.8, 2000 N/A 14 • 6000s 1.8 6500s 1. 8 60s 2.0, 9Os 2.0 2400 N/A 4500s 1.8, 6000s 1.8, 1900 2500 16" 6500s 1.8 60s 2. 0, 90s 2.0 1 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 EV11P • Eas!ein Specrhe, Guide • 0U104/2015 Joist_Hole-Location &_-Sizi.ng___ BCI® Joists are manufactured with 1'/V round perforated knockouts in the web at approximately 12" on center Minimum spacing - 2x greatest dimension p of largest hole (knockouts exempt) Q DO NOT see table below) (see table below) art or notch Mange x wwnwr. hrA es esee.xr , T O O _tt o No holes (except knockouts) allowed In bearing zones A 1W round hole may be I— cut anywhere In the web. Do not cut holes Provide at least 3• of larger than 1W clearance from other holes round In cantilevers. Minimum distance from support, listed in table below, is required for all holes greater than %" MINIMUM e e FROM TO THE CENTERLINE OF 11 12 13RoundHoleDiameter [in) 2 3 4 5 6 6%2 7 8 8'/e 9 10 Rectangular Hole Side 3 5 6 7in 6 1'-0" 1'-1" 1'-5" 2'-1" 2'-9" 3'-1" 3'-5" Any 12 1'-0" 1'-2" 2'-2" 3'-2" 4'-2" 4'-8" 5'-2" 9%x' Sp`Inl Joist 16 1'-0" 1'-7" 2'-11" 4%3" 5'-7" 6'-3" 6'-11" Round Hole Diameter [in] 2 3 4 1 5 6 6'/z 7 8 8'/e 9 10 11 12 13 Rectangular Hole Side 2 3 4 5 7 8in 8 1'-0" 1'-1" 1'-5" 1'-10" 2%4" 2'-7" 2'-10" 3'-4" 3'-9" Any Spl)n t2 1'-0" 1'-4" 2'-1" 2'-10" 3'-7" 3'-11" 4'-3" 5'-0" 5'-8" 11%' l Joist is 1'-0" 1'-10" 2'-10" 3'-9" 4._9" 5'-3" 5-9" 6'-9" 7.-7" 2'-3" 3'-6" 4'-9" 5'-11" 6'-7" 7'-2" 8'-5" 9'-6" Round Hole Diameter [in) 2 - 3 4 1 5 6 61/2 7 8 1 8% 9 10 11 12 13 2RectangularHoleSidei 3+ 3 5 6 6 8 9 in) 8 1'-0" 1'-1" 1'-2" 1'-3" 1'-8" 1'-10" 2'-1" 2'-6" 2'-10" 2'41" 3'-4" 3'-8" 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.. Any ta• sptan I' 16 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 2D 1'-0" 1'-1" 2'-1" 3'-2" 4'-2" 4'-8" 5-2" 6'-3" 7'-2" 7'-3" 8'-4" 9'4" 24 1'-0" 1'-4" 2'-6" 3'-9" 5'-0" 5'-8" 4 5 6 6'/a 6'-3" 7'-6" 8'-7" 8'-9" 10'-0" 11'-2" i 7 1 8 8% 9 10 11 12 13RoundHoleDiameter [in), 2 I 3 Rectangular Hole Side f ___ b-") ( I_ 1 2 3 5 i 5- 6 I 8 9 10 8 1'-0" 1'-1" 1'-2" 1' 2" 1'-3" 1'-3" r —--- — 1'-3" 1'-7" 1'-11" 2'-0' 2'-5" (2'-9 ' 3'-Z' 3'-7" r2'-11" 1 12 1'-0" 1'-1" 1'-2" 1'-2" 1'-3" 1'-6" 1'-10" 2'-5" 3'-0" 3'-7" 4'-2 4'-9" 5'-4" t8y Sp')" 116 ; 1^0" V-11" l 1•-2" 1 1'-2'_1'-8" ' 2•_1•• 2' -6" 3_-3" i3'-11" 14'-V' t4•_0. 5W" JV-41" •-2" Joist i -- - t l 20 1'-0 1._1" 1 - - 1'-2" 1'-2" ; 2._1. f 2_7Fi 4'-1" '4'-11 ; 5.1 }g'-0" 7'-0" 8'-0 !81-1111 24 1'-0" 1'-1" i 1'-2" i 1'-4" 12'-6" 13'-1"14'-11" L-- 15'-11" 6'-1" 7'-3" j 8'-5" 19'-7" 110'-9" DO art in web area as &pealed j 0 i Select a table row based on joist depth and the actual joist span rounded up to the nearest table span. Scan across the row to the column headed by the appropriate round hole diameter or rectangular hole side. Use the longest side of a rectangular hole. The table value is the closest that the centerline of the hole may be to the centerline of the nearest support. The entire web may be cut out. DO NOT cut the flanges. Holes apply to either single or multiple joists in repetitive member conditions For multiple holes, the amount of uncut web between holes must equal at least twice the diameter (or longest side) of the largest hole. 1%:' round knockouts in the web may be removed by using a short piece of metal pipe and hammer. Holes may be positioned verti- cally anywhere in the web. The joist may be set with the 1 %:' knockout holes turned either up or down. This table was designed to apply to the design conditions covered by tables elsewhere in this publication (maximum uniform PLF load). Use the BC CALCe 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 CALCe software. Large--Rectang-ular-Holes-in-B.C.1® Joists 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 We Sin on it he* Fchart for Joist Depth K joist span -I tWin/ 1 - - -- -- O - -i Simple Span Joist 6W Min Notes: Additional holes may be cut in the web provided they meet the specifications as shown in the hole distance chart shown above or as allowed using BC CALC• sizing software. Boise Cascade EWP • Eastern Specifier Guide • 08104J2015 Maximum Hole Size Simple MultipleJoist Depth Span Span 91N, 6" x 14" 6" x 12" 11'/:' 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 t hole See Max Nole Sirs on hoe pyrt IV but `5 Jobt —. s n s 77M Adple span JoW fro' Mln I Muhlple Span Job112W Min Larger holes may be possible for either Single or Multiple span joists; use BC CALCe sizing software for specific analysis. Reinforced -Load Bearing Cantilever Table-_ BCI® Joists a o c W in s y c a 1O Root Total Load sl 35 45 55 Joist Spacing in ern 16 119.2124 1 16 119.2124 1 16 119.21 24 24 0 0 1 0 1 0 1 0 I X 1 0 1 X I X 26 0 0 0 0 0 X 0 1 X X 28 0 0 X 0 X X X X X c v 30 0 0 X 0 X X X X X 32 0 0 X 0 X X X X X 34 0 0 X 0 X X X X X 36 0 X X X X X X X X 38 0 X X X X X X X X 40 o x x x x x x x1x 42 o,x x x x x x x,x 0 24 0 0 0 0 0 X 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 1 0 X X X X X 30 0 0 1 0 X X X X X 32 0 0 X O i X X X X X 34 0 0 X X X X X X X 36 0 0 X X X X X X X 38 0 X' X X X X X X X 40 0 X' X X X I X I X I X X m 24 0 0 1 0 0 1 0 0 1 0 X X 26 0 0 0 0 0 X 0 X X 28 0 0 0 0 0 X X X X 30 0 0 0 0 0 X X X X 0 0 0 32 0 0 0 0 X X X X X 34 0 0 X 0 X I X X X X 36 0 0 X 0 X I X X X X 38 0 0 0 X X X X X X X 40 0 X X X I X X X X 24 0 0 0 0 0 0 0 0 X 26 0 0 0 0 0 0 0 1 X X 28 01 0 0 0 0 0 0 X X cc 632 30 0 0 0 0 0 X 0 X X 0 0 0 0 0 X 0 X X 34 0 0 0 0 X X X X X 36 0 0 X 0 X X X X X 38 0 0 X 0 I X X X X X 40 61. 6 X 1 0 1 X I X x X X 24 26 0 0 0L 1 0 0 0 0 I WS 0 0 I X 0 0 0 WS 0 0 X 26 0 0 0 0 0 x 0 ws x m a 30 0 0 0 0 0 X 0 WS X 32 0 0 WS 0 0 X 0 X X 0 34 0 0 WS 0 0 X 0 X X 36 0 1 0 WS 0 x 0 WS x 0 X X 38 0 0 x x x x x 40 0 0 X 0 X X X X X 42 0 0 X 0 1 X i X X X X 24 0 0 0 0' WS 0 0 1 26 0 0 0 0 0 0 WS 0 0 1 28 0 0 0 0 0 WS 0 0 X 30 0 0 WS 0 0 1 0 0 X 0 32 0 1 0 WS 0 0 1 0 1 X 0 34 0 0 WS 0 WS X 0 X X 36 0 0 WS 0 WS X 0 X X 38 0 0 WS 0 WS X X X X 40 0 0 1 0 1 X X X X 24 0 0 0 0 0 0 0 0 WS 0 c oro 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 0 WS 0 0 1 30 32 0 0 0 0 0 1 0 WS 0 0 X 0 0 0 1 0 WS X 34 0 1 0 WSJ 0 1 0 1 0 1 X 36 0 1 0 WS 0 0 1 0 X X 38 0 0 WS 0 0 X 0 I X X 40 0 1 0 1 1 i 0 1WSl X I X I X X 3 y _ a 81 Roof Total Load JRsq 45 55 Joist Spacing in ccy 1619.224 16 19.2 24 1619.224 m c 24 0 0 0 0 0 0 0 0 1 26 0 0 0 0 0 0 0 X 28 0 0 0 0 0 0 0 X 30 0 0 010 1 0 0 X 32 r 0 0 010 1 0 0 X 34 0 0 0 0 X 0 1 X 36 0 0 0 0 X 0 1 X 38 0 0 0 0 X 0 1 X 40 0 0 1 0 0 X 0 X X 0 H 24 0 0 0 0 0 0 0 0 1 26 0 0 0 0 0 0 0 0 1 28 0 0 0 0 0 WS 0 0 X 30 0 0 0 0 0 1 0 0 X 32 0 0 0 010 1 0 1 X 34 0 0 0 0 0 X 0 1 X 36 0 1 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 N c a 24 0 0 0 0 0 0 0 0 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 34 0 0 0 0 0 0 0 0 1 36 0 0 0 0 0 0 0 0 1 38 0 0 0 0 0 0 0 0 1 40 0 0 0 0 0 0 0 0 2 24 0 0 0 0' 0 0 0 0 WS 26 0 0 0 0 0 WS 0_ 0 WS a? y 0 28 0 0 0 0 0 WS 0 0 1 30 0 0 0 0 0 WS 0 WS X 32 0 0 0 0 0 WS 0 WS X 34 0 0 WS 0 0 1 0 WS X e 36 0 0 WS 0 0 X 0 WS X 38 0+0 WS 0 WS X 0 X X 40 42 0 0 0 W5 0 WS X WS X X 0 WS i 0 WS X WS I X X w 24 0 0 0 0 0 WS 0 0 WS 26 0 0 0 0 0 WS 0 0 WS 28 0 0 0 0 0 WS 0 WS 1 30 0 0 WS 0 0 WS 0 WS 1 c °D 32 0 0 WS 0 0 WS 0 WS 2 u 34 0 0 W5 0 WS 1 0 WS X 36 0 0 WS 0 WS 1 0 WS X 38 0 WS 0 WS 1 WS 1 X 40 0 0 0 WS 0 WS 2 WS 1 I X m 0 24 0 0 0 0 0 0 0 0 JWS 26 0 0 0 01 0 0 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 30 0 0 0 0 0 WS 0t123200000WS0 m 34 0 0 0 0 0 WS 0 36 0 0 WS 0 0 WS 0 38 0 0 WS 0 0 1 04000WS0WS10 24 0 0 1 0 0 1 0 0 0 0 JWS 26 0 0 0 0 0 0 0 0 WS 28 0 0 0 0 0 WS 0 0 WS 0 30 0 0 0 0 0 WS 0 0 1 1 c w 32 0rL 0 0 0 WS 0 WS 1 34 0 0 0 0 WSW103600WS00WS3800WS0014000WS0WS1 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 CALL° 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. o I y _ Roof Total Load IRsq 35 45 55ocinc o M112'* Joist Spacing in 16 19.2 24 1 16TI-9.21 24 1 16 19.2 24 24 0 0 0 0 0 0 1 0 1 0 JWS 26 0 0 0 0 0 0 I 0 I 0 1WS 28 0 0 0 0 0 0 1 0 1 0 1WS 0 30 0 0 0 0 0 WS 1 0 0 1 y 32 0 0 0 0 0 WS 0 0 1 roo 34 0 0 0 0 0 WS 0 0 1 36 0 0 0 0 0 WS 0 WS 2 38 0 0 0 0 0 1 0 WS X ao 0 o ws 0 0 1 0 1 1 x 24 o 1 0 0 0 0 1 0 0 0 1 0 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 o 0 0 010 32 0 0 0 0 0 0 0 0 0 orn 34 0 0 0 0 0 0 0 0 WS 36 0 0 0 0 1 0 0 0 1 38 0 0 0 0 0 o Po 0 114000000001 24 0 0 0} 0__ 0 0 j_0 0 1 WS 0280 0 0 iI_O WSOWS 28 0 0 0 1 0 0 0 WS ao 30 0 0 0+0 0 IM 0.W5'WS 32 0 0 6-1 0 0 WS 0 V4S+1- 0 34 0 0 WS; 0 I 0 WS 0 1 W$ X e 36 0 0 WS' 0 I 0 IM 0 1WS1 X 381 0 0 W5 0 iwsj 1 10 1 WS X 40 0 0 WS 1 0 1 WS 1 WS WS 1 X 42 0 0 WS! 0 j WS X' WS 1 X 24 0 0 0 0 1 0 0 0 1 0 WS 0 !WS2600000 T-- 0 1 0 — 0 30 0 0 0 0 r0 WS' 0 0 WS WSJ 0OWS 00 m 32 34 0 0 0 0_1 0 0 0 00_ WS, 0 WS'WS WSt 0 WSJ 1_ 0 38 38 0 0 0 0 WS' 0 0 W"P WS 10 " WS 1l0 --+- - WS, 0 M— 2 40 0 0 IW5, 0 WS WS 0 ,WS 2 24 0 0 0 0 L.2 0 0 1 0 jWS 26 0 0 0 0! 0 0 1 0 0 WS co 28 0 0 1 0 0; 0 WS; 0' 0 JWS 30 0 0 0 0 0 WS 0 0 1WS 0 32 0 0 0, 0 0 WS' 0 1WS • 1 in 34 0 0 0 1 0 0 WS- 0 iWS, 1 36 0 0 WS' 0 0 WSJ 0 WS 2 38 0 0 WS• OJ 0 W_S 0 j 2 40 0 0 WSI 0 iWSIWS 0 iWS 2 24 0 0 0 1 0 0 0 1 0 -i,—WS 26 28 0 0 0 0 0 0 0+ 0 0 1 0 0 1 WS 0 0 0 WS c N 30 320 0 0 0 0 0 1 0 1 0 O i 0 1 0 i WS' 0 0 WS iiS--..i --wW-- 0WSr0. S0 ro 34 0 0 0 0 0 WS 0 WS WS 36 38_l 0 0 0 0til 0 0 0 0 OT0 WS IWSy_0 !WS; 1 40 0 0 0, IWS 0 WS-, 1 24 26 0 0 0 0 0 0 1 0 0 0' 0 0 00 0000_ 0 0 0 0_ 28 0 0 0 0 0 0 0-100 c 30 0 0_ 0 0 0 0 Oy 0_ 00 UP N m 32 0 0 0 0 I 0 0 1 0 0! 0 rT340000000 01WS 36 0 0 0 0 0 to 0 WS0 0' 0 0 1 0 0 1 1_ r0 t400000o0i01 KEY TO TABLE 0 .... No Reinforcement Required WS .... Web Stiffeners at Support 1 .... Web Stiffeners Plus One Reinforcer 2 .... Web Stiffeners Plus Two Reinforcers X .... Use Deeper Joists or Closer Spacing Boise Cascade P.NP • Eastern Specd.ei G.1de • 08i0412015 r.- -. Reinforced Load- Bearing Cantilever -Detail_ _-__ 0 2'-W 2'-0' The tables and details on pages 8 and 9 indicate the type of reinforcements, if any, that are required for load - bearing cantilevers up to a maximum length of T-0". Cantilevers longer than 2'-0" cannot be reinforced. However, longer cantilevers with lower loads may be allowable without reinforcement. Analyze specific applications with the BC CALC° software. 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 loading that exceeds the loads shown shall be analyzed with BC CALC° software. These requirements assume a 100 PLF wall load. Additional support may be required for other loadings, see BC CALC° software. 32• min, plywood/OSB or rimboard closure. Nail with Bd nail Into each flange. Structural Panel reinforcement BCI• Joist blocking required for cantilever block 0 \ Uplift on back span shall be considered In all cantilever designs Non=Load--Bearing- Wall Cantilever --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 BCIe 90s 2.0 joists. Clinch all nails. 0 BCI•Joist blocking Wood backer blockWoodStructural 2x Closure Panel Closure Seepage 6 o/Eastern 2x8 minimum • ISpecifierGuideBCIJoist blocking Drywall Ceiling or Section Back Span I Maximum Wood Structural Minimum iris Times Panel Soffit 3 Back Span Cantilever Length Not to exceed 4'-0• Back Span Maximum These details apply to cantilevers with uniform loads only. 3 b ing—' r/s Back Span It may be possible to exceed the limitations of these details by analyzing not a-0ceed a specific application with the BC CALC° software. W_ eb-Stiffener---Requirements- - ------.---; seewebStiffener NOTES Small Gap: Nailin` Web stiffeners are optional except as noted 2 x Schedule webchart below. 2• min. stiffener width Web stiffeners are always required in hangers a' mar• that do not extend up to support the top flange of the BCI° Joist Web stiffeners may be Gap required with certain sloped or skewed hangers or to achieve uplift values. Refer to the hanger manufacturers installation requirements. LALAr ClinchNails Web stiffeners are always required in certain z• minr roof applications. Framing cations. ppSee Roof Frami Details on 0• max. Ti`htFlt Web ener a e14. pagerequiredwhenconcentrated road Web stiffeners are always required under exceeas t000 lb, concentrated loads that exceed 1000 pounds. Web stiffeners applied to both Install the web stiffeners snug to the top flange sides of the joist web in this situation. Follow the nailing schedule for Web Stiffener Specifications For Structural Lateral BCI Joist Capacity, Restraint in Hanger Minimum Series Min. Thick) 4500s 1.8 Y" 25110" 5000s 1 8 yell 6000518 r/." K" 25/1s' 6500s 1.8 1" or 1Ye" 25/16" 6os 2 o r/." Y:' 23hs' 90s 2.0 20 lumber (vertical) intermediate bearings. Web stiffeners may be cut from structural rated wood panels, engineered rimboard or 2x lumber BCIe 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., BCIe 6500s, double W panel OK). Web stiffeners may be used to increase allowable reaction values. See BCI° Design Properties on page 24 or the BC CALCe software. e BCI° Joist Series Stiffener Nailing Joist Depth Schedule Bearing Location End Intermediate 4500s 1.8 9'/ 2' 2-8d 2-8d live' 2-8d 3-8d 14" 2-8d 5-8d 161, 2-8d 6-8d 5000s 1.8 91/ 2' 2-8d 2-8d ill/ all 2-8d 3-8d 14" 2-8d 5-8d 600051. 8 91/ 2' 2-8d 2-8d 117/:' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d 6-8d 6500s 1.8 91/ 2' 2-8d 2-8d 117/ e" 2-8d 3-8d 14" 2-8d 5-8d 161, 2-8d 6-8d 60s 2.0 117/:' 2-8d 3-8d 14" 2-8d 5-8d 16" 2-8d4 6-8d 90s 2.0 117/ e" 3[1-# 16d 3- 16d 14" 5-16d 16" 6-16d t30ise cascoue tvvr • tastem bpermer tiarae - uuiunrzuia Floor_Load-Tables_ ---- -- - --- - Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 4500s 1.8 Series 1%" Flange Width BCI® 5000s 1.8 Series 2" Flange Width 9'/i' BCI® 4500s 1.8 live', BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 9'/i' 1 BCI® 5000s 1.8 11'/s' 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 1 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 50 67 42 68 23 44 61 24 25 Total Load values are limited by shear, moment, or deflection equal to L/240. Live Load values are limited by deflection equal to L/480. For deflection limits of L/360 and L/960, multiply the Live Load values by 1.33 and 0.50 respectively. Both the Total Load and Live Load columns must be checked. Where a Live Load value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC® software if the length of any span is less than half the length of an adjacent span. Table values do not consider composite action from gluing and nailing floor sheathing (composite action is considered in floor span tables on page 4). Total Load values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. For assistance with floor design, consult the section About Floor Performance on page 4. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• software. Bore Cascada EWP • Eastem Specifier Guide • 0010412015 Floor _Load Tables _____ sue.. --I Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 6000s 1.8 Series BCI® 6500s 1.8 Series 25/16" Flange Width 29/16" Flange Width 9'/x" BCI® 6000s 1.8 11'/e' BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 9'/z' BCI® 6500s 1.8 11/e" BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 320 333 346 353 320 333 346 353 7 274 285 297 302 274 285 297 302 8 240 250 260 265 240 250 260 265 9 213 222 231 235 213 222 231 235 10 183 192 200 208 212 192 200 208 212 11 141 174 181 189 192 153 174 181 189 192 12 112 160 166 173 176 121 160 166 173 176 13 89 147 144 153 160 163 97 147 153 160 163 14 73 129 117 142 148 151 79 137 129 142 148 151 15 60 112 97 133 138 141 65 124 106 133 138 141 16 50 98 81 125 117 1 130 132 54 109 89 125 127 130 132 17 42 84 68 112 99 122 124 46 92 75 117 107 122 124 18 58 100 84 115 112 117 64 110 91 115 117 19 50 89 72 106 96 111 54 99 78 109 104 111 20 43 81 62 96 83 106 47 89 68 104 90 106 21 54 87 72 99 41 81 59 96 78 100 22 47 79 63 90 51 88 69 96 23 42 72 56 83 45 80 60 92 24 49 76 40 74 53 84 25 44 70 47 77 26 42 72 27 28 29 30 Boise Cascade EbYP • Eastern Specifer Guide - Allowable Uniform Floor Load in pounds per lineal foot [PLF]) 11', Load Duration BCI® 60s 2.0 Series BCI® 90s 2.0 Series 25/16" Flange Width 3Y2' Flange Width 117/:' BCI® 60s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 119611 BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Span Length Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load Live Load Total Load 6 366 366 366 450 453 456 7 314 314 314 385 388 391 8 275 275 275 337 340 342 9 244 244 244 300 302 304 10 220 220 220 270 272 274 11 200 200 200 245 247 249 12 183 183 183 225 226 228 13 169 169 169 207 209 210 14 155 157 157 157 192 194 195 15 128 146 146 146 180 181 182 16 107 137 137 137 152 168 170 171 17 90 129 129 129 129 158 160 161 18 1 77 122 110 122 122 110 150 151 152 19 66 115 95 115 115 95 142 134 143 144 20 57 110 82 110 109 110 83 135 117 136 137 21 50 100 72 104 95 104 72 128 102 129 130 22 43 87 63 100 84 100 63 122 90 123 119 124 23 55 95 74 95 56 112 79 118 105 119 24 49 91 65 91 49 99 70 113 94 114 25 43 87 58 88 44 88 63 108 83 109 26 52 84 56 104 75 105 27 47 81 50 100 67 101 28 42 78 45 91 61 97 29 41 82 55 94 30 1 1 50 1 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/460 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 EW9 • Easiem Specifier Guide • 0810412015 Roof_Framing---------- ------ BCI® Rafters 1 ' Structural ridge VERSA -LAM® or FOR INSTALLATION STABILITY,load-bearing wall required. Temporary strut lines - (1x4 min.) 8 ft. on center maximum. Fasten Blocking or other lateralateachjoistwithtwo8dnailssupportrequiredatend minimum. I supports. R0 R 0 5] When installing Boise Cascade EWP EINP products with treated wood, use only connectors/ fasteners that are approved for use with the corresponding Blocking not shown ' 1 wood treatment. for clarity. BCI* Rafter Header 0 V' II I N--- Multiple BCI° Rafters may be required. SAFETY WARNING DO NOT ALLOW WORKERS ON BCI* JOISTS UNTIL ALL HANGERS, BCI° SERIOUS ACCIDENTS CAN RESULT FROM INSUFFICIENT ATTENTION TO RIM JOISTS, RIM BOARDS, BCI* BLOCKING PANELS, X-BRACING AND PROPER BRACING DURING CONSTRUCTION. ACCIDENTS CAN BE AVOIDED TEMPORARY 10 STRUT LINES ARE INSTALLED AS SPECIFIED BELOW. UNDER NORMAL CONDITIONS BY FOLLOWING THESE GUIDELINES: Build a braced end wall at the end of the bay, or permanently install the first eight feet of BCI* Joists and the first course of sheathing. As an alternate, temporary sheathing may be nailed to the first four feet of BCI* Joists at the end of the bay. All hangers, BCI* rim joists, rim boards, BCI* blocking panels, and x-bracing must be completely installed and properly nailed as each BCI* Joist is set. Install temporary 1x4 strut lines at no more than eight feet on center as additional BCI* Joists are set. Nail the strut lines to the sheathed area, or braced end wall, and to each BCI* Joist with two 8d nails. The ends of cantilevers must be temporarily secured by strut lines on both the top and bottom flanges. Straighten the BCI* Joists to within % inch of true alignment before attaching strut lines and sheathing. Remove the temporary strut lines only as required to install the permanent sheathing. Failure to install temporary bracing may result in sideways buckling or roll-over under light construction loads. BCII 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 1x4 Nailer fD Max. 4'-0" C.C. 2'b" o.c. or BCI' 4500s) 31-0" o.c. or BCP 5000s) See Heel Depth see table at d*K) 12 Lmin.6 Ratter strut 9%*,11W or 14 .Web BCIe 4500s/5000! /6000s/6500s Filler Ceiling Joist 0 24" o.c. Maximum 3W Minimum Bearing 2x4 Wall) Each End Roof Rafter Ceiling Loads: Live Load =10 psf Dead Load = 7 psf 2X Blocking Maximum Span Lengths Without Roof Loads 9'%" BCI* 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 20'-0' 11'/." BCI* 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 22'-6" 14" BCI* 4500s 1.8 / 5000s 1.8 / 6000s 1.8 / 6500s 1.8 24'-6" If roof loads present, see Notes 2 8 3 at right) Minimum Heel Depths Joist Depth End Wall 2x4 2x6 gh„ 2'A- Illy." 3'S" 2'b" 14" 4W 3%" Notes: 1) Detail is to be used only for ceiling joists with no access to attic space. 2) Ceiling joist must be designed to carry all roof load transferred through rafter struts as shown. 3) BCI* ceiling joist end reaction may not exceed 550 pounds. 4) Minimum roof slope is 6/12. 5) Nail roof rafter to BCI* top flange with 1 -10d (3' long) box or larger nail. 6) 10 milers 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 Speufie• Guide - 0810412015 Roo Framing- Details----------- _ ---- -- --_ Additional roof framing details available with BC FRAMER® software 2x beveled plate for slope®1 Rimboard / VERSA -LAM* blocking. greater than'/./12. Ventilation N' cut: of length, of depth* fitFlange VERSA4 AM• blocking ntilation "V' cut: V'/ a length,'/: of depth blockingg TiFlange of BCI• Joists may for soffit foe birosmouth cut onlyat support I sthe low end of the JoIsL 2'- 0' maxSimpson Birdsmouth cut BCI• Joist VPA or USP TMP connectors or equal can Flan a of BCl•loists ma be birdsmouth cut onl atange Birdsmouthmust bear fully on web stiffener beusedInlieuofbeveledplateforslopesfromthelowendoftheoislcutBCI• Joistplate, each side. 3/12 to 12/12. flange must bear fully on plate, web stiffener requiredrcoulred each side. Bottom flange shall be fully supported. I , 10d `., I Simpson or USP LSTA24 strap, nailing per t , Simpson or USP LSTA24 strap where slope nails 2x4 one side for 135 PLF max. 135at 6" o.c. governing building code. exceeds 7/12 (straps may be required for lower 2x6 one side for PLF max. BCI• blocking slopes In high -wind areas). Nailing per governing VERSA - LAM* LVL Holes cut buildingcode. support beam. for ventilation. VERSAdAM' LVL support beam. Backer block. o Thickness per corresponding BCI• series. 2x block BCI• blocking r Holes cut oublebeveled Beveled web stiffener W- O* hodL for ventilation. wood plate. on each side. Blocking on both sides of ridge may be required for 2' 6 hori shear transfer per design professional of record. Simpson ISSUI or USP TMU hanger. I st may be Backer block Lhen L exceeds i minimum 12" wide). 2'-0•cing Joist Nail with10.10d nails, meg Hangeras required. Nail outrigger through• web. BCI EndWall. DO NOT bevel -cut Joist filler block. Nall beyond Inside face of wall, except with 10 -10d nalls. for specific conditions In details x _ outrigger shown on pages 6 and 13 of the Backer block required where top flange tched around BCI• Eastern Specifier Guide. Joist hanger load exceeds 2501bs. flange. Outrigger Install tight to top flange. acing no greater n 24• on -center. LATERAL SUPPORT BCIe Joists mustbe laterally supported at end supports Including supports adjacent to overhangs) with hangers, rimboard, or blocking (VERSA -LAM', BOISE CASCADE' Rimboard or BCIe Joist). Metal cross bracing or other x-bracing provides adequate lateral support for BCIe Joists, consult governing building code for roof diaphragm connection provisions. MINIMUM BEARING LENGTH FOR BCIe JOISTS Minimum end bearing: 1%" for all BCI' Joists. 3%' is required at cantilever and Intermediate supports. Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALC• software. NAILING REQUIREMENTS BCI• rim Joist, rim board or closure panel to BCI• Joist Rims or closure panel 1% Inches thick and less: 2-8d nails, one each In the top and bottom flange. BCIe 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. BCI96500s/90s rim joist: Toe -nail top flange to rim Joist with 2-10d box nails, one each side of flange. BCIe rim joist, rim board or BCIe 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 2% Inches minimum from the end of the BCI• Joist to limit splitting. Sheathing to BCI• Joist: Prescriptive residential floor sheathing nailing requires Sd common nails 0 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 BCIe 4500s and 5000s, 24" for larger BCI• Joist series. 14 gauge staples may be substituted for 8d nails If the staples penetrate at least 1 Inch Into the joist. Wood screws may be acceptable, contact local building official and/or Boise Cascade EWP Engineering for further Information. BACKER AND FILLER BLOCK DIMENSIONS Series Backer Riack Thickness Filler Block Thickness 4500s 1. 8 O' Dr ayanel4es wood Two %" wood panels or 2 x _ 5000s 1. 8 wood r nellsys Two'A' wood panels or 2 x 6000s 1. 8 1%" O two r" 2x-' r/,r," or w wood panel 6500s 1. 8 l ood tapers" 2 x_+%" or %* wood panel 60s 2. 0 lwoodr tanels" 2 x _+ r/,,- or W wood panel 90s 2. O 2 x _ lumber Double 2 x lumber Cut backer and filler blocks to a maximum depth equal to the web depth minus'/." to avoid a forced fit. WEB STIFFENER REQUIREMENTS See Web Stiffener Requirements on page 9. PROTECT 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 1% inch, pre -stamped knock -out holes spaced at 12 Inches on center along the BCI• Joist may all be knocked out and used for cross ventilation. Deeper Joists that what is structurally needed may be advantageous In ventilation design. Consult local building official and/or ventilation specialist for specific ventilation requirements. 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 EWO • Eastern Specifer Guide • 08r04120'5 C = .- - Span Tables ._ _ .._ Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 4500s 1.8 Series BCI® 5000s 1.8 Series 1W Flange Width 2" Flange Width 91N, live" 14" 16" 91N, l l ve" 14" BCI° 4500s 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/l2 4/l2 8/12 4/12 4/12 8/12 4/12 '4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or ; to . to or to to or to : to or to to112/12 or to to or to to or to to psn [psfJ Less 8/12i12112 Less 8/12 12/12 Less 8/12,12/12 Less 8/12 Less 8/12 12/12 Less 8/12 12112 Less18/12 12/12 Non- 20 10 23'-10" 22'b" 2D'•10" 28'-5" 26'-9" 24'-10" 37-3" l 30' 5" 26-9" 35-9" 33'-8" 31'-3" 4'-10' 23'-5" 21'-9" 29'•7" 2T-11' 25'-11' 33'-8" 31'-9" 29'-5" Snow 20 IT 122'•i" 21'-3" 15.7" 25'-11" 25'-3" 23'4" 30 i" 28-9" 21i 33' fi" 31'-IV' 29'4' 23 6" 22'•1" 20'-5" 28'-0" 26' 4" 24'-4" 1'-10' 29' 11' 27'-7" 125% 20 20 21'-7" 21Y-2" 18' 7" 25'-0" 24'-U' 22' 1" 25.2" 1 27W 251' 31'4" 317-3" 27AT 22'-5" 21'-0" 19'4" 26'-9" 25'-0" 2T-0" 30'-5" 28'-5" 26-2" 25 10 22'-0" 1 21'-5" 17-11" 26-11" 25.6' 2Y.6' 3V-2" I 27-T MAI" 37-3" 31'-T" 27-10' 23'-7" 22'-4" 20'-9" 28'-1" 26'-7" 24'4, 1'-11130,-2" 28,-1" 25 15 21'-7" 294" 19-19' 25-9" 24'-2" 27-5" 28'-2" 2T-5" 25-0" 30'-1" 294" 2e'-3' 27-F 21'-2" 19'-7" 26A0" 25-3" 23'-4" 30'-3" 28'-8" 26'-7" 30 10 21'4" 29.6" 15-1" 25'-9" 24'-5" 27-9" 26-3" 2T-T 26-11" 30'-7' 27-8" 28'-0" 22'-7" 21'4" 19'-11' 6'-10" 25'-5" 23'•9" 30'-4" 28'-11" 2T-O" O. C. c. Snow 30 15 201-9 19'-7" 19-7' 24'-5" 2T-W' 21'-8" 26'-7" 25'-11" 24'-T' MY 2T-9' 26-10" 21'-7" 20'-5" 18'-11 25'-9" 24'-4" 22'-T' 28'-6" 2T-8" 25'-8" 115% 40 10 1_9-0 18-11" 17'-10P 2T-2"} 27-F 21'4" 26-3" i 24%1_ 1"t- 2 2T-0" 25$" 26'-1' 20'$' 17-8" 18'-7" 24'-5" 23'-5"; 22'-7' 27'-2'* 26-8" 25'-2" 5_- 10" 25'4'_; 24'-1" 40t155"9'-1-17'-10 19'-18'-0" 1T-1" 27-1" 1 21'$" 20'•4" 24'-l" ' 23'-7" , 27-11" 25.8" 25-2" 24'-0' 20'-2" 1 23'-8" 22'-9" 21'-3" 1 - -- -- 50 18 3" 1T-0 , 15-T 21'-2" 120-10 19.5' 23' 1" 27-10 27-5" 24'-0 244" j 24'-0" 19'-0" 18'-3 17'_3" 22'-8" 21'-9".2, 20'-7" 4'-10" 24' 6" 23'-5" 7050 1 15 IT 11"- 1T•4": 16'-3" 294" 20'-0" 1174" 27-2" 21%7' ; 21'-3" 23'•8" 23-3" 122'-9' 19'-0";18--1"16'-11' 1'-10" 21'-5"' 20'-2" 23'-9": 234" 22'-10' Non- 1 20 1 10 21'-7" 1 29-5" 18'-11" 26-T 24'-T 27.6' 27.3" 2T-7" 25-T' 31'-5' 30'•7' 28'4' 22'-6" 21'-3" 19'-8" 6'-10 25'-4" 23'-6" 30'-6" 28'-9"126'-8" Snowl 20 1 15 27.6" 19'-3" 1T-9" 24'4" 27-11" 21'-1" 2T-2" 1 26'-0" 24'-0" 25-0" 29-2" 26-7" 21'4" 20'-0" 18'-6" 25'-5" 3'-10' 22'-0" 8'-11' 2T-1" 25'-0" 125% 1 20 1 20 15-0" 18'-3" 16-17' 23'-3" 21'-9" 29.9' 254" 24'-5' 27-9" 2T-1" 26-2" 24'-11" 20'4" 19'-0" 17'-6" 24%3" 22'4" 0'-10' 2T-2" 25'-10' 2T-9" 25 10 2V- 17-5" 19-1" 24'-0" 27-1" 21'-0" 26-1" 25-7" 24'-5" 2T•11" 2T-C 16-7" 2VA" 20'-2" 18'-10 25'-0" 24'-1" 22'-5"W26- Z'25-6" 25'- 6" 25 15 19'-T 18'-5" 1T-1" 274" 21'-9" 2014"W24' 4" 23!-9P' 27-11" 26-9' 25-0" 24'•5" 20'-5" 19'-2" 17'-9" 24'-0-,22'-10"21%2"" 24'-116" 301017-7" te'•7" 17W 22'-5" 27-0 29-7" 23-5" 2(i-1" 25-0" 26-T 20'-5" 19'4" 18-1" 24'-1" 23'-1" 21'-6"" 24-o. c. Snow 30 15 16'-7" 1T-9" 16'-0" 21'-1" 217-7" 19-T' 21'-9" 24'-7" br-T 27-3" 19'-7" 18'-6" 17'-2" 22'-8" 22'-0,, 20,-5,," 23'-3"115% 40 10 1T•8 1T-1" 16'-2" 29-1" 19'-5' 15-3" 2 1=1" 23'-0" 23_-0" 22'-7" 18'-7"17'-10"16'-10' 21'-7"t21'•3#20'-1"':22'-8" 40 ' 15 16'-10" 16-0 ' 15'-0' 1--- 15-1" 1e'$"' 18'-7' 21-10" 21'-3' 18'-1" 17„ 16'•1" 20%6"t20'-1":19'-3" r--- 22' 4"21'-11" 21W r- 1--- 217-10"' 20'•-5' 19'-10" 1 `-- 27- 3" 50 10 16-7''15'-10", 15'-0" 18'4" 18'-1" 17'-9" 19-11" 19-T ; 17-5" 21'-0" 21'-1" t 21Y-9" 17'-2"I 16'-6",15'-8" 19'-8" 19'-5" 18'-8" 21'-5" 21'-2" 20'-10' 50 15 15-" 15-3" 14'$" lT-7" 1T-3" I16-10" 17-7' 19-10' 18'-5" 217-5" 20'-1" 17- 16'-8" i 16'4"' 15'-4" 18'-10" 18'-0" • 18'-l" 20W":20'-7' 19'-9" Non- 1 20 10 20'4" 19'-2" 1T•9" 24'•2" 27-19' 21'-2" 1*24"' 24' 1" 264' 29-T 26-F 21'-2" 19'-11' 18'-6" 25'-2" 23'-9" 22'-l" 28'-8" 27'-0"i25'•1" Snow 20 15 19'-T 19-1" 16'-" 27.9" 21'4" 19'-10"4'27-T' IT-71 26'-5" 25A" 24-4" 20'-0" 18'-10' 17, 4" T-10' 22'-5" 20'-8" 26'-7" 25'-6" 23'-6" 125% 20 20 164" 17' 2" 16-T 21'•2" 29-5" 16'-9" 21' 3" 24'-8" 23'-10" 27-9" 19%1" 17'-10 16-5" 22'-9" 21'-4" 19'-7" 4'-10" 23,-11'j 22'-3" 25 IF 191-3" 18'-3" IT 2 AIT 21'-5" 20-2" 23-10" 23'-4" 27$' 25-0" 24'-11" 24'-3" 20'-l" 19'-0" 17'-8" 23'-6" 22'-T* 21'-1" 25'-T' 25'-1" 2T-ll' 25 15 18'-0" 74" 16-0" 20'-5' 15-10" 17-1" 27-3" 21'-8" 20'-10' 23-9" 27-1" 274" 19'-2" 18'-0" 16'-8" 2l'-11" 2l'-4" 19'-11' 3'-10" 23'-3" 22'-5" 19. 2" 30 10 1F-U' 1T-5" 16-3" 217-5" 20'-1" 19-5" 27-3" 21'-11" 21'4" 27-11T 23'-5' 27-10" 19'-2" 18'-2" 16'-11 22'-0" 21'-T` 20'-7' 3'-11" 2T-6" 22'-11' O. C. Snow 30 15 16-11" 16-7" 16.6' 17-3" 16-9" 18=2" 20'-11" 29-5" 15-10" 27-5" 21AIT 21'-2" 18'-3" 17'4" 16'-l" 20_-0" 20'-2" 19'-2" 22'-6" 22'-0" 21'-3" 40 10 16'-7" 15'•11" 19-2" 18 3" 1T 19-11" 15-0 19-3" 21'" 21'-0 17'-4" 16':9" 15'-10 115% 18-0" 20•T 19'-8"{ 19'4"118;-10 21'-5"' 2l'-l"! 20'-8" 40 j 15 15'4" 15'-0 14'-0" 17'-5' 1T-1" 16-7" 18.11"+18'-T" 18'-l" 20'-3" 19'-10" 194' 16'6" J 16'-2" 15'-2" 18'-8"r18'-4"i17'-10' 20'4"j20'-0"119'-5-' 50 10 14'-5' W- 114'-1" 16-9' 16.6' 15-2" 18'-2" 19'-0" 1T4" 15-5" 17-3" t 18'-11" 5'-10" 15'-6",14'-8" 1T-11" 17'-9"; lT-5" 19'-7".174",19'-0" 50 15 14'-l" .17-10" 17-7" 16-V i 16-T. 154" 1 17'-5" 1T-7; 16-7 18$' 194- 17'-11' 15'-2"114'-11',14'4" 17'-2" 16-11",16'-6" 18'-9";18'-5" 18'-0" Non- 20 10 1919' 17'-9" 16-0" 22'-0" 21'-1" 17-7" 24'-0" 23%5" 22'4' 25-T' 26-V 24'-3" 19'-7" 18'-6" 17'-2" 23'4" 22'-0" 20'-5" 25'-9" 25'-0" 23'-3" Snow 20 15 1T-10" 16-9" 155" 20'-3" 15.8" 18'4" 27-1" 21'-5" 20'•T' 23'-8" 27-11" 22'-0" 18'-6" 17'-5" 16'-l" 1'-10' 20'-9" 19'-2" 23'-9" 23'-l" 21'-9" 125% 20 20 164' 16-11" 14'-T' 19-11" 18'-3" IT-5" 20'-6' 15-11" 19'-0" 27-1" 21'•3" 294" 1T-8" 16'-7" 15'-3" 20'-4" 19'-8" 18'-2" 22'-7' 21'-5" 20'•5" 25 10 1T-3" 16-19' 15-9" 19-0" 19'-7' 19-7" 21'-3 20'-10' 20'-3" 27-9" 27-3" 21'-0' 18'-0" 17'-7" 16'A" 21'-0" 20'-T' 19'-6" 2'-10" 22'-5" 21'-9" 25 15 tli 1" 15-7" 14'-10" 18-2" 17'-5' 17'-1" 19-10 194" 18$ 21'-3' 217-F 19'-11" 17'-3" 16'-8" 1 15'-5" 19'-7" 19'-1" 18'4 21'4" 20'-9" 20'-0" 24" 30 10 16'-1" 15'•10" 16-l" 19-3" 1T-11" 17'-0" 15-11" 17-7" 15-1" 21'-3' 29-11" 2V-5' 17'-4" 16'-10' 15'-0" 19'-7" 19' 3" 18'-9" 21'-5" 21'-0" O.C. Snow 30 15 15-1-114'-9" 14'" 1T-2" 16-T 16'-3" 18'-5' 18'-3" 1T-0" 20'-0" 17-T 18'-11" 16'-3" 15'-11' 14'-11 18'-5" 18'-0 17_5" 20'-1" 19'-8" E 40 10 115% 1_4'-5" t 14'-7' ;13'-11" 16'-1" 16-T 1T-10"L17_7" 1T-7' 19-0' 18'-9'_ 16-Y 15'-6" 15'-3" 14'-7" 17'-T- 17'"16'-11' 19'-2",18 10",18'" 40 15 13'$"* 13'•5" 1 13-l" e6 15'- 0" 115'_3" 14-10" 16'-11"; 16'-7" I_16'-7' 16-1" 1T-5' lT-T 14'-9" 14%5" 14'-0" 16'48 116'-4" 15'-11' 18'-2",lT-10'11T•4" 50 10 13'-7' 1Y.V' - 17.9" 14'-11"1 14'-9' 1 14'-0" 16-3" 16-1" 15-7' 1T-41"1 7•7116-Ur 14'-7,13'Al",13'-7" 16'-0" 15'-10" 15'-7" 17'-5" 17'-_2".16'-7' 50 15 17-7" ' 17" t 12'-1" 14'-3" ; 14'-0" , 13'-9 15' T' ; 15'" ;14'-11" 16-0 1li-0 15' 3" 13' 6" 113'-4" i 1 T-O" 15'A" 14'-11 14'-3" 16'-2' 15'-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. Eloise Cascade EVVP • Easiern Specifier Guide • 08/0412015 Roof _Span_ Tables-- -- --- ------ ---- Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 6000s 1.8 Series 25/16" Flange Width a BCI° 6000s 1.8- -- -_ BCI° 6000s 1.8 __- --- BCI° 6000s-1.8 -- BCI° 6000s 1.8_-__ Dead 4/12 4/12 8112 4/12 4/12 8/12 4/12 4/12 8/121 4/12 4/12 I 8/12LLiveoadLoadortotoortotoortotoortoto I[PSO[psq Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 120 10 26'-0" 24'-6" 22'-9" 30'-11" 29'-2" 27'-0" 35'-2" 33'-2" 30'-9" 38'-10" 36' 7" 34'-0" Snow 20 15 24'-7" 23'-1" 21' 4" 29'-3" 27'-6" 25'-0" 33'-3" 31'-3" 28'-10" 36'-9" 34'-6" 31'-10" 125%1 20 20 23'-6" 22'-0" 20'-2" 27' 11" 26'.1" 24'-0" 31'-9" 29'-9" 27'4" 35'-1" 37-10" 30'-2" 25 10 24'-8" 23'A" 21'-8" 29'4" 2T-9" 26-10" 3Y-4" 31'-0" 294" 36'-10" 34"-10" 32'-5" 25 15 23'-6" 27-2" 20'-0" 28'-0" 26'-4" 24'-5" 31'-10" 29'-11" 27'-9" 3a'-11" 33'-1" 30'-8" 12" 0.G 30 10 23'-7" 22'-4" 20'-10" 28'-0" 26-7" 24'-9" 31'-11" 30'-2" 28'-2" 35'-1" 33'-5" 31'-2" Snow 30 15 27-7" 21'4" 19'-9" 26-11" 25'-4"' 2Y-6" 30'-7" 28'-10" 26'-9" 33'-0" 31'-11" 29-7., 115% 40 10 21'-5" 20'.7" 19'.5" 25'-0" 24'-6" 23'-1" 29'-0" 2T-10" 26'-3" 31'-4" 3-V-9" 27-0" 40 15 21'-1" 20'-0" 18'-T' 25'-1"- 23'-9" 22'-2" 27'-11" 27'-1" i 25'-Z 2_7-_10" 29'-3" 27'-10"_ 50 10 19'-10" 1 19'-1" 18-1" 23'-T' 22'-8_ 21'-6" 26-9" 25-9" ' 24'-6" 28'-0" 28'-3" 2T-1" 50 15 19'-10" 18'-11" 17'-8" 23'-7" f 22'-6" i 21'-0" 25'-8" 1 I 25'-3" 23-11" 27'-5" 2T-0" 26'-5" Non- 1 20 10 23'-6" 22'-7' NJ" 28'-0" 26'-5" 24'.6" 31'-10" 3V-0" 27'-10" 35'-2" 33'-2" 30'-10" Snowl 20 1 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% F 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 27-4" 21'-1" 19'-8" 26'-7" 25'-1" 23'-5" 30'-3" NJ" 26'-7" 32'-5" 31'-7" 29'-5" 25 15 21'-4" 20'-1" 18'-7" 25'-4" 23'-10" 22--1" 28'-3" 27'-2" 25'-2" 30'-3" 29'-5" 27'-9" 16" o.G 30 10 21'-4" 27-3" 18'-10" 25'-5" 24'-1" 22'-5" 28'4" 2T-4" 25'-6" 30'-4" 29'-9" 28'-3" Snow 30 15 20'-0" 19'4" 17'-11" 24'A" 23'-0" 21'-4" 26'-8" 26'-0" 24'-3" 28'-F' 27'-10" 26-10" 115% 40_ 1 10 19'-5" 18'-7' 1T-7" _ 23'-1" 22'-2" 20'-11" 201-1" 25'-5" 25'-0" 23'-10— 27-2" 26'-9" 26-2"- 40 _ 15 19'-1-1 18•-1" 16'-10" 22'-2" 21'-6"_ 24'-2..--- 23-8" j_ 22"-10"- 25,-10"- 254" 24-8" 50 i 10- 18'-0" MY 16^A" 21'-3" 20'-6" 19_-6" 23'-2" 27-11" 22'-2" 24-9. 24'-0" 24'-1" 50 15 17'-11" 1T-1" 16'-0" 20'- 20'-0" 1 19'-0"' 22'-7' 21'-10 21'-4" 23'-9" 23' 4" 22'-10" Non- 1 20 1 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" Snowl 20 1 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%1 20 1 20 17-11" 1 18'.8" 1 17'.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" 27-0" 27'-8" 26-10" 25'-0" 29'-7" 28'-11" 27'-8" 25 15 20'-0" 18'-10" 17'-5" 23'-8" 22'-5" 20'-9" 25'-9" 25'-1" 23'-7" 27'-7" 26'-10" 25'-11" 0.G 30 10 20'-1" 19' -0" 17'-9" 23'-9" 22"-7" 21'-1" 25'-10" 25'-5" 24'-0" 2T-8" 27'-2" 26'-6" Snow 30 15 19'-3" 18'-2" 16'-10" 22'-4" 21'-7" 20'-0" 244" 23'-9" 22'-10" 26'-0" 25'-5" 24'-7" 115%, 40 10 - 40 15 18'-3" 17'-F' 1 16'-6" 17"-10" 17"-0"' 15'-10" 21'-3" 20'-2" 20' 10" 191-8" 19'-10" 18'-1i 23'-2" 22'-10" i 27.4" 21'-7" 21'-0 r -- — 24'-9" 24'-5" 23'-11" 23-0" 23"-1" _ 22'-6" 10 16'-10" 16'-2" 15'-4" 19'-5" I 19'-2"-_, 18'-3" 21'-1" 20-10" 20'6" 22'-7"-+ 22'4" 21'-11— 50 50 15 16'4" 16'-1" 15'-0" 18'-T' 18'-3" 1T-10" 20'-3" 17-11" t 19'-i" 21'-8" 21'-3" 20'-10" Non- 1 20 10 20'-6" 19'4" 17'-11" 24'4" 23'-0" 21'4" 27'-9" 26'-2" 24'-3" 29'-9" 28'41" 26'-10" Snow 20 15 19'4" 18'-2" 16'-10" 23'-0" 21'-8" 20'-0" 25'-8" 24'-8" 22'-9" 27'-5" 26' 7" 25'-2" 125% 20 20 18'-0" 17'-3" 15-11" 27-0" 20"-7" 18'-11" 23'-11" 23'-1" 21'-7" 25'-7" 24'-9" 23'-7" 25 10 19'-5" 18'-4" IT-I"22'-8" 21'-10" 20'4" 24'-8" 24'-2" 23'-2" 26'-5" 25'-10" 25'-2" 25 15 18'-6" 1T-5" 16'-7 21"-7' 20'-7" 19'-3" 23'-0" 22'-5" 21'-8" 24'-V' 24'-0" 23'-2" 24" O.C. 10 c. 30 18'-7" 17'-7" 16'-5" 21'-2" 20'-10" 19'-6" 23'-1" 22'-8" 22'-2" 24'-9" 24'-3" 23'-8" Snow 30 15 17'-7" 16'-9" 15'-T' 19'-11" 191-6" 18'-7" 21'-9" 21'-3" 20'-6" 23'-3" 27-0" 21'-11" 115% 40 10 40 15 16'-9" 16'-2" 15"4" 15'-11" 15'-7" 14'-8" 19"-0"' 018'" 18'-8" 181-2" 17'-8" 17'-7' 20'-8" 20'4"_ 20'-0" 191-8" 17-3" 18'-9" 22•-1" _21'-9" 21'-0" ( 20W" 21'4" 19'-8" 50 . 10 15'-3" 1a"-11" 14'-3" 17'-4" 17'-1" i 16'-10" 18'-10" 19'-5" I 18'-9" 50 15 14'-T' 14'4" 13"-11" 16'-7" j 115'-11 1T-11" I 1T-4" 16'-6" -1 18'-3" 17'-8" EWP • Eastern SDecmer Guide • 0810412015 Roof _Span_.Tables---------- - ---- Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load Duration BCI® 6500s 1.8 Series 2946' Flange Width 9'N' BCI° 6500s 1.8 11W BCI° 6500s 1.8 14" BCI° 6500s 1.8 16" BCI° 6500s 1.8 Live Dead 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 4/12 4/12 8/12 Load Load or to to or ! to ! o or to to or to i to psfj psf[ Less 8/12 12/12 11012Less8/12 12/12 Less 8/12 12/12 Less 8/12 12/12 Non- 20 10 26'-10" 25'-3" 23'-6" 31'-10" 30'-0" 27'-10" 36'-2" 34%1" 31'-8" 40'-0" 37'-8" 35'-0" Snow 20 15 25'-5" 23'-10" 22'-0" 30'-2" 28'-4" 26'-l" 34'-3" 32'-2" 29'-8" 37'-10" 35'-7" 32'-10" 125% F 20 20 24'-3" 22'-8" 1 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" 37'41" 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'-l" 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'-l" 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% 40 10 22'-2" 21'-3" 20'-0" 26'-4" 25=3" 23'-10" 29'-11" 27'-1" 33'-0" 31'-8" 29'-11" 28'-8" 29'-5" 127'-10" 25'-11" 31'-5" 30'-9" _28'-8" 40 15 21'-9" 20'-7" 19'-3" 25'-11" 24'-6" 22'-10" 50 10 20'-6" 19'-8" 18'-13" 24'-4" 23'-4" 22'-2" _ 27:-8' 26'-7" 25'-2" 30'-2" 29'-4" 27'-10"_ 50— 15 20'-6" 19'-6" 18'-3" 24'-4" 23'-2" 1 21'-8" 27'-0" 26'-4" 24'-8" 28'-11" 28'-5" 27'-3" Non- 20 10 24'-4" 22'-11" 21'-3" 28'-10" 27'-2" 25'-3" 32'-10" 30'-11" 28'-8" 36'-3" 34'-2" 31'-9" Snowl 20 15 23'-0" 21'-7" 19'-11" 27'-4" 25'-8" 23'-8" 1 31'-1" 29'-2" 26'-11" 34.-4" 32'-3" 29'-9" 125% 20 20 21'-11" 1 20'-6" 18'-11" 26'-1" 24'-5" 22'-5" 29'-8" 27'-9" 25'-6" 32'-9" 30'-8" 28'-2" 25 10 1 23'-l" 21'-10" 20'-4" 27'-5" 26-11" 24'-l" 31'-2" 29'-5" 27'-5" 34'-1" 32'-6" 30'-3" 25 15 22'-0" 20'-8" 19'-2" 26'-l" 24'-7" 22'-9" 29'-8" 27'-11" 25-11" 31'-10" 30'-11" 28'-7" 16" 30 10 22'-0" 20'-10" 19'-6" 26'-2" 24'-9" 23'-l" 29'-9" 28'-2" 26'-4" 31'-11" 31'-2" 29'-1" o.c. Snow. 30 15 21'-l" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-1" 26'-11" 25'-0" 29'-4" 77'-7_ 115% 40 10 20'-0" 19'-3" 18'_2" I 23•-10" 221-101, 21•_7" 26'-9" 26'-0" 24'-6" 24'-11" 23'-6" 30'-0" 28•-7" 28'-2" — 1 27•-1„ 27'-2" 26-8" i 25'-11" 15 19'-9" 18'-8" 1- 1T-5" 23'-4" 22'-2" 20'-8" 25'-5" 4_0 - 50 10 18'-6" 17'-9" 16'-11" 22'-l" 21'-2" 20'-1" 24'-5" 24'-1" 22'-10" 1- 26'-l" 25'-9" 25'-3'* 50 15 1 18'-6" 17'-8" 1 16'-6" 21'-5" 21'-0" 19'-8" 23'-5" 23'-0" 22'-4" 25'-0" 24'-7" 24'-0" Non- 20 10 22'-10" 21'-6" 20'-0" 27'-1" 25'-7" 23' 9" 30-10" 29'-1" 27'-0" 34'-0" 32'-1" 29'-10" Snow 20 15 21'-7" 20'-3" 18'-9" 25'-8" 24'-1" 22'-3" 29'-2" 27'-5" 25'-4" 32'-3" 30' 3" 27'-11" 125%1 20 1 20 20'-7" 1 19'-3" 1 17'-9" 24'-6" 22'-11" 21'-1" 27'-10" 26'-1" 24'-0" 30'-2" 28'-9" 26'-6" 25 10 21'-8" 20'-6" 19,-l" 25'-9" 24•_4" 22•-8" 29,-1" 27'-8" 25'-9" 31'-1" 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'-l" 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" I 26'-9" 25'-11" 18'-10" 18'-l" 17'-1" 1- i 22'-4" 21'-5" 20'-3" 26- 5'-8" 25'-2" 115% 40 10 24'-4" 24'-0" 23'-0" 40 15 18'-6" T-6" i 16'-4" 21'-3" 20'-10" 19'-5" 23'-2" 22'-9" 22'-1 _' 2a'-9" ;- 24'-4" _J 23'. 8' _ 50 10 17'-5" 16'-8" 15'-10" 20'-5' 19'-10" 18'-10" 22'-3" 22'-0" 21'-5" 23'-9" 23'-6" 23'-l" 50 i 15 1 17'-3" 16'-7" 15'-6" 19'-7" T 19'-3" 18'-5" 21'-4" ' 21'-0" 20'-6" 22'-10" 22'-2" 21'-2" Non- 1 20 10 2021'-1" 19'-11" 18'-6" 25'-1" 23'-8" 22'-0" 28'-6" 26'-11" 25'-0" 31'-4" 29'-9" 27'-7" Snow 20 15'-0" 18'-9" 17'-4" 23'-9" 22'-4" 20%7" 27'-0" 25'-5" 23'-5" 28'-11" 28'-0" 25'-11" 125% 20 2019%1" 17'-10" 16'-5" 22'-8" 21'-3" 19'-6" 25'-3" 24'-2" 22'-2" 26'-11" 26'-0" 24'-6" 25 10 20'-0" 18'-11" 17'-8" 23'-10" 22'-6" 21'-0" 26'-0" 25'-6" 23'-10" 27'-10" 27'-3" 26'-4" 25 15 19'-l" 18'-0" 16'-8" 22'-3" 21'-5" 19'-10" 24'-3" 23'-7" 22'-6" 25'-11" 25'-3" 24'-4" 24" 30 10 19'-2" 18'-2" 16'-11" 22,_4" 21.-7" 20'-1" 24'-4" 23•-11" 22'-11" 26'-0" 25'_7" 241-11" Snow 30 _ 15 18'-4" 17'-4" 16'-1" 21'-0" 20'-6" 19'-1" 22'-10" 22'-1'-7" 24'-5" 23'-11" 23'-1" 115% 40 10 17'-5" ! 16'-8" 15'-9" 20'-0" 19'-8" 18'-9" 21'-9" 21'-5" 21'-0" 23'-3" 22'-11'__ 22'-3" 41 015 1 9 16'-2" 15 1" '- 69 ' 19'-0" 18'-7" 18'-0" 20'-8" 20'-4" 19'_3" 21'-7" 20'-9-_I 19'-8' 50 10 16'-l" 15'-5" 14'-8" 18'-3" 18'-0" 17'-5" 19'-6' 19'-0" 18% I 19'- 10" 19'-5" 18'-9" i 50 15 15'-5" 15'-2" i 14'-4" 1 17'-3" 16'-8" 15'-11" 17'-11" 17'-4" 16'-6" 18'-3" 17'-8" 16'-10" Table values are limited by shear, moment, total load deflection equal to L/180 and live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Table values represent the most restrictive of simple or multiple span applications. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applica- tions. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• software. Slope roof joists at least'/4" over 12" to minimize ponding. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EVVP • castem Specifer Gjide . 08/0412015 Roof -Spa n-Tables----------- -- - - Maximum clear span in feet and inches, based on horizontal spans. 115% and 125% Load BCI4160s 2.0 Series 25/,6" Flange Width Duration BOO 90s 2.0 Series 3Y2' Flange Width 11 Y." BCI° 60s 2.0 14" BCI° 60s 2.0 16" BCI° 60s 2.0 11Y:' BCI° 90s 2.0 14" BCI° 90s 2.0 16" BCI° 90s 2.0 Live Load ps1] Dead Load ps9 4/12 or Less 4112 to 8/12 8/12 to 12112 4/12 4/12 or to Less ; 8/12 8/12 to 112112 4/12 or Less 4/12 to 8/12 8112 to 12/12 4/12 or Less 4/12 to 8/12 8/12 to 12/12 4/12 or Less 4/12 ! 8/12 I to to 1 8/12 12/12 4/12 or Less 4/12 I 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" 36'-10" 34'-2" 44'-3" 41'-9" 38'-9" 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" 37'-0" 34'-9" 32'-1" 41'-11" 39'-4" 36'-4" 46'-5" 43'-7" 40'-3" 125% 20 20 30'40' 28'-10" 26'-6" 35'-1" 32'-10' 30'-2" 38'-10' 36'-4" 33'-5" 35'-3" 33'-0" 30'-4" 39'-11" 37'-5" 34'-5" 44'-3" 1 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" 12" O.C. o.c. 30 10 31'-0" 29'-4" 27'.4" 35'-3" 33'-4" 31'-1" 39'-0" 36'-11" 34'-5" 35'-5" 33'-7" 31'-4" 40'-2" 38'- 0M 44'-6" 42'-1" 39'-4" Snow 30 15 29'-8" 28'-0" 26'-0" 33'-9" 31'-10" 29'-7" 37'-5" 35'-3" 32'-9" 34'-0" 32'-1" 29'-9" 38'-6" 36'-442'-8" 40'-3" 37'-4" 115%' 40 _10 i 15 50 10 I 50 15 28'-2" 27'-0" 25'-6" 32'-1" 30'-9" 29'-0" 35'-6" 34'-1" 32'-2" 32'-3" ; 30'-11"I 29'-2" 31-9'30'-0" , 28'-0" 29 AT. 28'-8" 27'-2" 29'40" 28'-5" , 26'-7" 36'-6" 35'-040'-6"38'-10" 36'-0,334'-039 33'40"' 32'-5" 130'-10' 33'-10", 32'-3" 1 30'-1" 10'i 37'-9" 37'-6" 135'-11", r 37'-6" 35'-8" 36%8" 0 135'-2" 34'-2" 1 33'-5" 27'-9" 26'-1" 26'-1 ' 26'-3" 24'-6" 23'-9" 23'-3" 31'-7' 29'-8" 29'-8" 29'-10' 28'-6" 28'-3" 27'-10' 27-0" 26'-5" 34'-11" 32'-11" 32'-11" 33'-1'_ 31'-6" 31'-4" 30-10' 29'-11" 29'-3" 25'-0' 24'-10" Non- 1 20 1 10 30'-11" 29'-2" 27'-1" 35'-2" 33'-2" 30'-9" 38'-11" 36'-9" 34.-1" 35.-4. 33'-4" 31'-0" 40'-1" 37.-10" 35'-1" 44•-5" 41'-11" 38.-11" Snow 20 1 15 29'-3" 27'-6" 25'.5" 33'-4" 31'-3" 28'-10' 36'-11" 34'-8" 32'-0" 33'-6" 31'.6" 29'-1" 37'-11" 35'-8" 32'-11" W23'. 6" 36'-6" 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" 27'-6" 36'-2" 33'-11" 31'-2"'-7" 34'-7" 25 10 29'-4" 27'-9" 25'-10" 33'-5" 31'-7" 29'-5" 37'-0" 34'-11" 32'-7" 33'-7" 31'-9" 29'-7" 38'-1" 36'-0" 33'-6"10" 37'-1" 25 15 28'-0" 26'-4" 24'-5" 31'-10" 30'-0" 27'-9" 35-3" 33'-2" 30'-9" 32'-0" 30'-2" 27'-11" 36'-3" 34-2" 31'-8"10" 35'-1" 16" Snow 30 10 28'-1" 26'-7" 24'-10" 31'-11" 30'-3" 28'-2" 35'-4" 33'-6" 31'-3" 32'-1" 30'-5" 28'-4" 36'-4" 34'-5" 32'-2"'-2" 35'-8" C. 30 15 26'-11" 25'-5" 23'-7" 30'-7" 28'-10' 26'-10' 33'-11" 32'-0" 29-8" 30'-9" 29'-0" 27'-0" 34'-10" 37-11" 30'-7"'_5" 33'-10' 115% 40 10 40 15 50 10 50 15 25'-6" 25'-1" 23.-7" 23'-7" 24'-6" 23'-9" 22'-8" 22'-6" 23'-1" 22'-2" 21'-6" 21'-0" 29'-0" 28'-7" 26'-10' 26'4' 27'-10' 27'-1—' 25'-9" 25'-7" 26'4" 25'-3" 24'-6" 23'-11" 32'-2" 31'-8" 29'-9" 28'-7" 30'-10' 30'-0" 28.-7" 27'-8" 29'-2" 27'-11" 27'-1" 26'-5" 29'-2", 28'-0"' 26'-5' 28'-9" 27'-2" , 25'-4" L------i— 27'-0.. 25.-11" 24.-7" 27'-0" 25'-9" , 24'-1" 33'-1" 31'-9" 30'-0" 32'-7" 130'-10"1 28'-9" 30'-7• 1 29'-5"127'-11" 30'-7" 294' 1 27'4" 36'-8"! 35'-2" 33'-3" 36'-1" 34 -2" 31'-10" 33'-11", 32.-7..301-11" 33'-11 ", 32'-4" 1 30'-3" Non- 1 20 10 29'-1" 27'-5" 25'-5" 33'-0" 31'-2" 28'-11" 36'-7" 34'-6" 32'-0" 33'-3" 31'-4" 29'-1" 37'-8" 35'-6" 33'-0" 41'-8" 39'-4" 36'-7" Snow 20 15 27'-6" 25'-10" 23'-10' 31'-3" 29'-5" 27'-1" 34'-8" 32'-7" 30'-1" 31'-5" 29'-7" 27'-3" 35'-8" 33'-6" 30'41" 39'-6" 37'-1" 34'-3" 125%1 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" 28.-4" 26'-3" 34'-1" 32'-1" 29'-9" 37'-9" 35.-7. 32.-11" 19.2" O.C. 30 10 26'-4" 25'-0" 23'-4" 30'-0" 28'-5" 26'-6" 33'-2" 31'-5" 29'-4" 30'-1" 28'-7" 26'-8" 34'-2" 32'-4" 30'-2" 37'-10" 35'-10" 33'-6" Snow 115% 30 15 25'-3" 23'-10' 22'_2_' Ti; -9" 20'-10' 20'-3" 19'-9" 28'-9" 27'-3" 26'.10' 25'-3" 23'-9" 27'-1" 26'-2" 25'.5" 24'-2" 23'-0" 25'-2" 24'-8" 23'-8" 23'-0" 21'-11" 31'-10" 30'-2" 28'-1" 25'-10" 23'-9" 30'-0" 29'-0" 27'.0" 25'-3" 23'-0" 27'-11" 27'-4" 25'-7" 24'-5" 21'-11" 28'-10" 27'-3" 25'-4" 27'-5" 26'-3" ; 24'-10" 26'-11"' 25'"'-1" 6230 25'-4'_ 24'-4'' 23'-1" 25'-4" 24'-2"; 22'-7" 32:-9" 31'-0" 30' -7" 28'-8" 28'-8"; 30'-11" 29'-10" 28'-11" 27'-7" 27'-5", 28'-8" 28' 2" 27'-0" 1 26'-2" 25'-7" 36'-3" 34'-3" 31'-10" 34'-5" ' 33'-0" , 31'-2" 33'-10" 32--1"1291-11" 31'40"I 30'-7" ; 29'-1" 29'-8" 28'-8"27'-5" 40 10 40 i 15 50 10 50 15 24'-0" 23'-7" 22'-2" 22'-2" 23'-0" 22'-4" 21'-3" 21'-2" Non- Snowl 125%1 20 20 20 10 1 15 1 20 26'-11" 25'-6" 24'-3" 25'-5" 23•-11" 22'-9" 23'-7" 22A" 20'-11" 30'-7" 28'-11" 27'-7" 28'-10' 27'-2" 25'-10" 26'-10" 25.-211 23'-10' 33'-11" 32.-1" 30'-7" 32'-0" 30'-2" 28'-8" 29'-8" 27'-10' 26'-4" 30'-9" 29'.1" 27.4. 29'-0" 27'-4" 26--0" 27'-0" 25'-3" 23.41" 34'-10' 33•.0" 31'-5" 32'-11" 31'-0" 29'-6" 30'-7" 28.-8" 27'-1" 38'-7" 36'-7" 34'-10" 36'.5" 34'-4" 32'-8" 33'-10" 31'-9" 30'-1" 25 10 25'-6" 24'-2" 22•-6" 29*-0" 27'-6" 25•-7" 32'-2" 30'-5" 28.-4" 29.-2.. 27.-7" 25'.9" 33.-1" 31•-4" 29•-2" 36'-8" 34'-8" 32'-4" 25 15 24'-4" 22'-11" 21'-3" 27'-8" 26'-1" 24'-2" 30'-8" 28'-11" 26'-9" 27'-10" 26'-3" 24'-4" 31'-6" 29'-9" 27'-6" 34'-11" 32'-11" 30'.6" O.C. 30 c. 10 24'-5" 23•-1" 21'-7" 27'-9" 26.-3" 24'-6" 30'-9" 29'-1" 27'-2" 27.-11" 26•-5" 24'-8" 31'-7" 29.-11 28•.0" 35'-0" 33'-2" 31'-0" Snow 30 15 23'-4" 22A" 20'-6" 26-7" 25'-1" 23.-4" 27'-4" 26'-9" 25'-3" 23'-5" 30'-3" 28.-7" 26.-7.• 33•-7" 31'.8 29-5• 115% 40 L 10 40 _; 15 50 10 - 50 15 22'-2" 21'-10" 20'-6" 19'-0" 21'-3" 20'-8" 19'-8" 18'-4" 20'-1" 19'-3" 18'-9" 17'-6" 24'-9" 22'-5" 20'-8" 19'-0" 24'-1" 21'-6" 20'-2" 18'-4" 22'-10' 20'-5" 19'-6" 17'-6" 24'-9" 22'-5" 20'-8" 19'-0" 26,-1.. 24'-1" 21'-6" 20'-2" 18'-4" 24'-5" 23'-1" 20'-5" 19'-6" 17'-6" 25'-4", 24'-4" 23'-0" 24'-11" 23'-7"122'-0" 23'-5" 22'-6" ; 21'-5" 23'-4" 22'-4" 20'-11" 28'-8" 27'-7"i 26'-1" 2TAY' 26'-8" 25'-0" 25'-7" ; 24'-11" 24'-1" 23'-6"; 22-9", 21'-8" 30'-11"28'-10' 28'-0" 26'-11", 25'-6" 25'-9"', 25'-2" 24'-4" 23'-8"'22'-11" 21'-10" Am Boise Cascade E:N - Eastem SDecit er Gvide • 08104/2015 Roof Load_Tables_._ Allowable Uniform Roof Load in pounds per lineal foot [PLQ 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/z' per foot or less. For steeper slopes, see pages 15-18. BCI® 4500s 1.8 Series 1 %" Flange Width 9'/z" BCI® 4500s 1.8 11 %" BCI® 4500s 1.8 14" BCI® 4500s 1.8 16" BCI® 4500s 1.8 Total Load 1 Deflect. Total Load Deflect. Total Load Deflect. Total Load I Deflect. Span Length Non- Snow Snow 115% 125% I I U240 Snow 115% Non- Snow 125% U240 Non- Snow 1 Snow 115% I 125% U240 Snow 115% Non - Snow 125% U240 6 315 ' 343 338 j 367 353 383 - 356 j 387 I - 7 270 294 289 315 302 329 ' - 305 332 8 236 257 253 275 264 287 - 267 290 j - 9 210 228 225 245 235 255 - 237 258 10 189 205 ! 202 220 211 230 - 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 14 108 118 107 139 151 151 164 - 152 166 15 94 102 88 121 131 141 i 153 - 142 155 16 83 90 73 106 115 126 1 137 - 133 145 17 73 ! 80 61 94 102 111 121 i - 125 136 18 65 67 51 84 91 99 108 - 113 123 19 58 58 44 75 82 1 73 89 97 - 102 111 20 49 ! 49 38 68 74 63 80 87 - 92 100 21 43 43 33 61 67 54 73 79 - 83 90 22 56 61 47 66 ' 72 - 76 82 23 51 54 42 61 66 - 69 75 24 47 1 48 37 56 60 I 54 64 69 25 43 43 32 51 56 48 59 64 j - 26 47 51 42 54 59 27 44 48 ' 38 50 54 28 41 44 34 47 j 51 46 29 43 1 47 1 41 30 i 40 1 44 j 37 Total Load values are limited by shear, moment, or deflection equal to U180. Deflection values (Deflect.) are limited by live load deflection equal to U240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least''/4 inch over 12 inches to minimize ponding. Table values assume minimum bearing lengths without web stiffeners for joist depths of 16 inches and less. This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC® software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade EwP • Eastern Specdie, Guide • 0810412015 R_o_o_f L_o_ad Tab_le_s .__ Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/i' 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 11%" BCI® 5000s 1.8 14" BCI® 5000s 1.8 Total Load I Deflect. Total Load I Deflect. Total Load i Deflect. Span Length Snow Non -Snow' 115% 125% U240 Snow 115% Non - Snow 125% U240 Snow Non -Snow 115% I 125% ! U240 6 315 343 338 367 353 383 - 7 270 294 289 315 302 329 - 8 236 257 - 253 275 264 287 - 9 210 228 - 225 245 235 255 10 189 205 - 202 220 211 230 - 11 172 1 187 - 184 200 192 209 - 12 157 j 171 - 169 183 176 191 13 145 158 - 156 169 162 177 14 125 1 136 i 120 144 157 151 164 - 15 109 1 118 98 135 147 141 153 - 16 95 104 81 122 133 132 143 1 - 17 85 89 I 68 108 118 124 135 - 18 75 ' 76 58 a 96 105 114 124 - 19 65 65 1 49 87 94 82 103 112 ; - 20 56 56 1 42 78 85 71 93 101 - 21 48 ' 48 1 37 71 77 61 84 91 - 22 42 42 32 64 70 54 76 1 83 I - 23 59 62 47 1 70 76 j 68 24 54 54 41 64 70 i 60 25 j 48 1 48 37 59 64 54 26 43 43 33 55 59 48 27 I1 1 51 55 I 43 28 47 50 ; 38 Boise Cascade EWP • Eastem Specifier Guide . 08104/2015 Roof_ Load__Table_s______________________, Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 6000s 1.8 Series 25/16" Flange Width 9Y2" BCI® 6000s 1.8 ll%" BCI® 6000s 1.8 14" BCI® 6000s 1.8 16" BCI® 6000s 1.8 Total Load Deflect. Total Load Deflect. Total Load Deflect. Total Load i Deflect. Span Length Non- j Snow I Snow i 115% I 125% I L/240 Snow 115% Non- Snow 125% L/240 Non- jj Snow j Snow f 1150/6I 1250/6L/240 Snow 115% Non - Snow 125% L/ 240 6 360 I 392 - 375 408 390 424 - 398 432 7 309 336 - 322 350 334 364 - 341 371 8 270 294 - 281 306 293 318 - 298 324 9 240 261 t - 250 272 260 ; 283 - 265 288 10 216 1 235 I - 225 245 234 } 254 - 238 259 11 196 213 204 222 213 231 ; - 217 236 12 180 196 187 204 195 212 - 199 216 13 166 180 173 188 180 ' 196 i - 183 199 14 145 158 135 161 175 167 182 - 170 I 185 15 126 137 111 150 163 156 169 - 159 173 16 111 121 92 140 153 146 159 - 149 162 17 98 1 101 78 126 137 137 I 149 140 152 18 86 86 66 112 1 122 1 108 130 I 141 132 144 19 74 74 56 101 110 92 120 130 - 125 136 20 63 63 48 91 99 80 108 I 117 i - 119 129 F- 21 55 55 42 83 90 69 98 ' 107 - 112 122 22 48 48 36 75 79 60 89 i 97 ; 88 102 111 23 42 42 32 69 70 53 82 i 89 78 93 101 24 61 61 47 75 I 81 68 86 93 25 54 54 42 69 ! 75 1 61 79 86 26 49 49 37 64 69 I 54 _ 73 1 79 27 43 43 33 59 j 63 48 67 73 65 28 1 55 57 I 44 63 68 58 Total Load values are limited by shear, moment, or deflection equal to L/180. Deflection values ( Deflect.) are limited by live load deflection equal to L/240. Check the local building code for other deflection limits that may apply. Both the Total Load and Deflection columns must be checked. Where a Deflection value is not shown, the Total Load value will control. Table values apply to either simple or multiple span joists. Span is measured center to center of the minimum required bearing length. Analyze multiple span joists with the BC CALC° software if the length of any span is less than half the length of an adjacent span. Slope roof joists at least'/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 CALCo software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. Boise Cascade E4VP • Eastern Speufier Guide • 08/04/2015 Roof Load.. Tabl_e_s Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 3'/2" per foot or less. For steeper slopes, see pages 15-18. BCI® 6500s 1.8 Series 29/16" Flange Width 9'/2" BCI® 6500s 1.8 11'/." BCI® 6500s 1.8 14" BCI® 6500s 1.8 16" BCI® 6500s 1.8 Total Load Deflect. Total Load I Deflect. Total Load Deflect, Total Load Deflect. Span Length Snow 115% Non- Snow 1250/6 L/240 Snow 1150/6 Non- Snow 125% U240 Snow 115% Non- Snow 1250/6 U240 Snow 1150% Non - Snow 125% L/240 6 360 392 375 408 390 424 398 432 7 309 336 322 350 334 364 341 371 8 270 294 281 306 293 318 298 324 9 240 261 250 272 260 283 265 288 10 216 235 225 245 234 254 238 259 11 196 213 204 222 213 231 217 236 12 180 196 187 204 195 212 199 216 13 166 180 173 188 180 196 183 199 14 154 168 147 161 175 167 182 170 185 15 140 152 121 150 163 156 169 159 173 16 123 132 101 140 153 146 159 149 162 17 109 111 85 132 144 137 149 140 152 18 94 94 72 125 135 118 130 141 132 144 19 80 80 61 112 122 101 123 134 125 136 20 69 69 53 101 110 87 117 127 119 129 21 60 60 46 91 99 76 108 118 113 123 22 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 67 67 51 83 90 74 95 103 25 60 60 45 76 1 83 66 87 95 26 53 53 40 71 77 59 81 88 79 27 47 47 36 65 69 53 75 81 71 28 43 43 32 61 62 47 69 76 63 29 56 56 43 65 70 57 30 51 51 39 60 66 52 31 46 46 35 57 62 47 32 42 42 32 53 56 43 33 50 51 39 34 47 47 36 35 43 43 33 Boise Cascade EWP - Eastem Specifier Guide • 08/0412015 Roof Load Tables__ Allowable Uniform Roof Load in pounds per lineal foot [PLF]) 115% and 125% Load Duration Use of these tables should be limited to roof slopes of 31/2" 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 11'/s' BCI® 610s 2.0 14" BCI® 60s 2.0 16" BCI® 60s 2.0 11'/s" BCI® 90s 2.0 14" BCI® 90s 2.0 16" BCI® 90s 2.0 Total LITotal Load Lfled Total Load IDeflact Total Load I I Elpflect- Span Length I Non- Snow !Snow o o I I j Non- Snow I Snow o f o i Non- ; Snow Snow: 0 0 I Non- i Snow Snow o o Non- I Snow Snow:, o; o 1 Non - Snow Snow ; 0 o 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_ 299 338 367 340 370 343 372 10 247 269 247 269 247 269 304 330 306 333 308 335 11 225 245 225 245 225 245 276 300 278 302 1 280 305 12 206 224 206 224 206 224 253 275 255 277 1 257 279 13 190 207 190 207 190 207 234 254 235 256 237 258 14 177 192 177 192 177 192 217 236 218 238 220 239 15 165 179 165 179 165 179 202 220 204 222 205 223 16 154 168 154 168 154 168 190 206 191 208 192 209 17 145 158 145 158 145 158 178 194 180 196 1 181 197 18 137 149 137 149 137 149 169 183 170 185 171 186 19 130 141 123 130 141 130 141 174 161 175 162 176 20 123 106 123 134 123 134 160 152 165 153 166 154 167 21 118 134_ 121 92 118 128 118 128 144 157 134 145 158 147 159 I - 22 106 106 81 112 122 112 122 138 150 118 139 151 140 152 23 93 93 71 107 117 103 107 117 132 136 104 133 144 134 145 24 82 82 63 103 112 1 91 103 112 120 120 92 1 127 138 128 139 25 73 73 56 99 106 81 99 107 107 107 82 122 133 117 123 134 26 65 50_ 94 72 95 103 96 96 73_ 117 128 104 118 129 27 65 58 58 44 94 85 85 65 91 99 87 86 86 65 113 123 94 114 124 28 52 52 40 76 1 76 58 88 96 1 78 77 77 59 109 110 84 110 119 29 47 47 69 69 85 92 71_ 70 70 53_ 100 100 76 106 115 102_ 30 43 43 36 32_ 62 52 47 82 84 64 63 48 91 91 69 102 111 93 31 62_ 56 56 43 76 76 58 63 57 57 44 82 82 63 99 1 108 85 32 1 51 51 39 69 69 53 52 52 40 75 75 57 96 1 101 77 33 47 1 47 36 63 48 48 48 j 36 69 69 1 52 92_ j 92 71 34 43 43 33 63 58 58 44 44 44 33 63 63 1 48 85 1 85 65 35 1 1 53 53 41 40 40 31 58 58 44 7-8—F 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. Boise Cascade E`NP • Eas'.em Specd e, G de - M04I2015 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 CALL° software. Allowable spans and loads shall be adjusted and checked for wind load as required by local building code. BCI® Desig-n_Propertie_s_-__-___ BCI® Joist Series Depth inches] Weight plf] Moment ft-Ibs] El x 10e lb-ing K x 10e Ibs] Shear Ibs] End Reaction [Ibs] Intermediate Reaction [Ibs] 1'/" Bearing 3'W" Bearing 3'Y7 Bearing No WS"WSM 5'/." Bearing No WSM WSMNoWSMWSR1NoWSMWSR1 9% 2.1 2360 155 5 1475 950 1125 1125 1275 2100 2350 2525 2750 4500s 11ys 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 1 1450 1725 2350 3050 2525 3200 16 3.0 4090 515 9 1975 950 1625 1475 1975 2400 i 3200 2525: 3350 9%2 2.3 2725 175 5 1475 950 1125 1125 1275 2100 12350 2525 j 2750 5000s 117/. 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 j 3050 2525 3200 16 3.1 4715 580 9 1975 950 1625 1500 1975 2400 3200 2525 3350 9'/2 2.5 3165 200 5 1575 1175 1375 1375 1425 2400 12650 2700 12750 6000s 11ye 2.8 4060 335 6 1675 1175 1425 1425 1475 2500 2850 2900 3000 1.8 14 3.1 4815 490 8 1925 1175 1525 1525 1725 2600 3150 2925 3200 16 3.3 5495 660 9 2175 1175 1625 1550 1975 2650 3350 2950 3350 9'/2 2.7 3505 220 5 1575 1175 1375 1375 1425 2400 2650 2700 2750 6500s 11Y. 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 3.2 6235 450 7 1675 1175 1425 1425 1475 2750 2850 3200 i 325060s11% 2.0 14 3.5 7440 660 8 1925 1175 1525 1525 1725 2750 3450 3200 36500 16 3.8 8520 895 9 2175 1175 1625 1550 1975 2750 1 3650 3200 i 3750 4.3 9550 675 7 2150 1425 1850 1800 1950 3375 3700 4000 ! 435090S117/e 2.0 14 4.6 11390 980 8 2350 1450 1950 1850 2150 3400 3850 4100 44500 16 4.9 13050 1330 F 9-1 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 - Swla w12 384 EI + K 0 = deflection [in] w = uniform load [lb/in] I = clear span [in] El = bending stiffness [lb-inz] K = shear deformation coefficient [lb] BCI® Closest -Allowable -Nail -Spacing---.- -- --- Nailing Perpendicular to Glue Lines (Wide Face) Nailing Parallel to Glue Lines Narrow Face) <d 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 0.113'0 x 2.5') 2 1'/2 4 1'/2 8d Common 0.131'e x 2.5' 2 1'/2 4 3 10d & 12d Box 0.128'e x 3% 3.25') 2 1'/2 4 3 16d Box (0.135'e x 3.5') 2 1'/2 4 3 10d & 12d Common & 16d Sinker (0.148'e x 3', 3.25')416d3L2. 6 4 Common 0.162'e x 3.5' 3 6 4 BCI® Diaohraam Table (1) BCI Series Dia hra m Capacity met Ib/ttj Unblocked Blocked 4500s, 5000s As permitted for 2x framing 320 Ib/ft for 6" o.c. nailing @ panel edges 425 Ib/ft for 4" o.c. nailing, staggered, @ panel edgesinbuildingcode 6000s, 6500s As permitted for 3x framing 360 Ib/ft for 6" o.c. nailing @ panel edges 480 Ib/ft for 4" o.c. nailing, staggered Q panel edgesinbuildingcode 605, 90s As permitted for 3x framinglin As permitted for 3x framing in building code with nailIbuddingcspacingnocloserthan3" o.c. If more than one row of nails is used, the rows must be offset at least K 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. Bore Cascade EVVP - Eastem Specd er Guide - M04/2015 Boise_ Cascade_ Rim_board ____ ___ Boise Cascade Rimboard Product Profiles 1 ", 11/8to 1 hh BC RIM BC RIM BOARD® OSB BOARD®* 15/16" 1 %11 VERSA -LAM® VERSA -LAM® 1.4 1800* 2.03100 Product may not be available. Check with supplier or Boise Cascade representative for availability. 0 Perpendicular See chart for vertical load capacity. e14 Min. Bd nails at 6" o.c. per IRC. Connection per design professional of record's specification for shear transfer. Parallel See chart for vertical load capacity. Connection per design professional of record's specification for shear transfer. Exterior Wall Sheathing Max ` 13e thickness BCP/Al lolsu — \ Perpendislculer w \\ parallel to rim P W din through bolts (A.STM A307 Grades A&S, SAE 1429 Grades 1 or 2, or higher with washers and nuts) or W die lag screws (full penetration, staggered Min, connection for 40/10 asf deck loading Deck Joist Length I connection 12'.0* & kcts 2 rows %" bolt or lag mew, 24• oz. 300 Plf max. 12'•1•-111W 1 2 rows W bolt or lag mew. 16' D.C. (450 pt Max.) Note: For snow bads grerier than 40 psi, and/or dead bads greater e than 10 psi, see connection per max pt values shown above. q'' o Treated Ledger Use only fasteners that are approved for use with corresponding wood treatment. L BOISE CASCADE' Itimboard Notes: Design of moisture control by others (only structural components shown above). For information on deck lateral load connections to meet the 200912012 IRC, contact Boise Cascade EWP Engineering. For use of propnetary screws to allach ledger, consult screw manufacturer literature. For further information on residential deck design, see AWC DCA 6, Prescriptive Residential Wood Deck Construction Guide B;o.ise_Cascade-_Rim boa rd_P_roper_ties____ __— Vertical Load Capacity Allowable Design Values Compression Maximum Floor Diaphragm Modulus of Horizontal Perpendicular Uniform Point Lateral Capacity Flexural Stress Elasticity Shear to Grain Product I Its Ib/ft Ib/in2 Ibin lb/in Ib/in2 1" BC RIM BOARDOm 3300 I 3500 180 Limited span capabilities, see note 2 1" BC RIM BOARD° OSB 0) 11W' BC RIM BOARD° OSB 12) 4400 3500 1 180 Limited span capabilities, see note 2 15he" VERSA -LAM° 1.4 1800 lh) 6000 I 4450 Permitted per building code for all nominal 2" thick framing floor diaphragms 1800 1,400,000 225 525 1Y4" VERSA -LAM• 2.0 3100 (1) 5700 I 4300 Permitted per building code for all nominal 2' thick framing floor diaphragms 3100 2,000,000 285 750 Closest Allowable Nail Spacing - Narrow Face [in] Product 1" BC RIM BOARD's12) 1" BC RIM BOARD° OSB P) 1K" BC RIM BOARD' OSB a 15/he" VERSA -LAM 1,4180011) ter:' VERSA -LAM° 2.031000) 8d Box (0.113'e x 2.5') 3 3 3 3 8d Common (0.131'e x 2.5") 3 3 3 3 10d & 12d Box (0.128'e x 3", 3.25') See publication f note 2 for further nailing information. 3 3 16d Box (0.135'e x 3.5') 10d 9-1 2d Common 81 161i Sinker _(0.148'e x 3', 3_25') 16d Common (0.162'a x 3.5') 3 3 4 4 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 EWP • Eastern Specifier Guide • 0810412015 VERSA -LAM® Products__ r;,--^._. ...:-., . -:x:.—...._._..r ..c..nr-fir-T-.ram.—__, _ ,.: ...._....: r,•sr. rs-cr_zs. _.: X---T---;c-rT, .....--+.:.r.. :r: An Introduction to VERSA -LAM® Products When you specify VERSA -LAM® laminated veneer headers/beams, you are building quality into your design. They are excellent as floor and roof framing supports or as headers for doors, windows and garage doors and columns. Because they have no camber, VERSA -LAM® LVL products provide flatter, quieter floors, and consequently, the builder can expect happier customers with significantly fewer call backs. SA=LAM® Beam, Ar.-ch.itectu-ral_S.pecifi.catio:n 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. Al.l.o.w--able-H-o.l.es-i.n—VE.RSA=LAM® Beams., . Notes 1. Square and rectangular holes are not permitted. 2. Round holes may be drilled or cut with a hole saw a Depth anywhere within the shaded area of the beam. r/, Depth 3. The horizontal distance between adjacent holes must be 1/3 Depth at least two times the size of the larger hole. 4. Do not drill more than three access holes in any fourIF-foot long section of beam. 1/3 span 1/3 span 5. The maximum round hole diameter permitted is: End Bearing Intermediate Bearing Beam Depth Max. Hole Diameter 511V 11 7'/4" 1" 9W and greater 2" 6. These limitations apply to holes drilled for plumbing or wiring access only. The size and location of holes drilled for fasteners are governed by the provisions of the National Design 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. Boise Cascade EWP - Eastern Specifier Guide .0810412015 VERSA--LAM® Beam Details__ Bearing at concreWmasonry walls Bearing for door or window header Beam to beam connector Bearing at column Provide moisture barrier and lateral restraint at bearing. S" air space required Strap per code if top plate Is not continuous over header. Verity hanger capacity with hanger between manufacturer VERSA -LAM• concrete column Pper-d, and wood. n connector sign Trimmers 1® sional 0 ord Slope seal cut Bevel cot r Beam to concrete/masonry walls Bearing framing into wall Wood top plate must be flush j with Inside of wall Strap per code If Sloped seat cut I Hanger top plate is not Not to exceed I continuous Inside face I of bearing. i DO NOT bevel cut VERSA -LAM* beyond Inside face of wall without approval from O 81ocklng not for clarity. Boise Cascade EWP En neering Moisture barrier between 0 concrete and woodshownorBCCALL• software analysis. VERSA -LAM° Installation Notes Minimum of W airspace between beam and wall pocket or adequate barrier must be provided between beam and concrete/masonry. Adequate bearing shall be provided. B not shown on plans, please refer to load tables in your region's Specifier Guide. Multiple-Member-Connector-s- 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). Side -Loaded Applications Maximum Uniform Side Load [plf) Nailed ^) W Via. Through Bolt M W Via. Through So1M) Number 2 rows 16d 3 rows 16d 2 rows ® 2 rows ® 2 rows 2 rows 2 rows ® 2 rows of Sinkers ® Sinkers ( 24" o.c. 12" o.c. ®6" o.c 24" o.c. 12" o c. 6" o.c. r Members 12" 12" o.c. staggered sta erect sta eyed sta erect sta erect sta erect IW VERSA -LAM- (Depths of 18" and less) 2 1 470 1 705 505 1010 1 2020 1 560 1 1120 2245 3114 350 1 525 375 755 1515 420 840 1685 4(3) use bolt schedule 335 670 1345 370 745 1495 3'W' VERSA -LAMB 2(3) use bolt schedule 855 1 1715 1 N/A 1125 2250 NIA 1'/." VERSA -LAM* (Depths of 24") Number Nailed n) W Die. Through Boltt') I Y." Die. Through Bolt") 3 rows 16d 4 rows 16d 3 rows ® 3 rows Q 3 rows Q 3 rows ® 3 rows ® 3 rowsof Members Sinkers @ Sinkers® 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" 24" o.c. 8" 18" o.c. 6" 12" o.c. 4" 12" o.c. 12" o.c. staggered staggered staggered staggered slaqQered staggered 2 705 940 755 1010 1515 840 1120 1685 3 a) 525 705 565 755 1135 630 840 1260 4 (4) use bolt schedule 505 670 1010 560 745 1120 1. Oesign values appllyy to common bolls that conlorm fo ANSI/ASME standard B18.21.19811fM A307 Grades AdB, SAE J42des 1or2,orhigher)A was011essthanastandardcutwashallbe 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 'A' bolts and 2W for W bolts. Boll holes shall be the same diameter as the boll. 2. The nail schedules shown apply to both sides of a 3-member beam. 3. 16d box nails = 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 Desser side shall be no less than 5%of opposite side). Top -Loaded Applications For top -loaded beams and beams with side loads with less than those shown: Plies Depth Nailing m Maximum Uniform Load From One Side 2) 1%* plies Depths I I% d less 2 rows 16d box/sinker nails @ 12' o.c. 400 pit Depths 14"- 18' 3 rows t6d box/sinker nails @ 12' o.c. 600 pit Depth = 24" 4 rows 16d box/sinker nails @ 12' o.c. 800 pit 3) IV."" plies ^) Depths I IW & less 2 rows 16d box/sinker nails @ 12" o.c. 300 pit Depths 14" - 111" 3 rows 16d box/sinker nails @ 12' o.c. 450 pit Depth = 24' 4 rows 16d box/sinker nails @ 12' o.c. 600 pit Depths 18" d less 2 rows W bolts @ 24" o.c., staggered 335 pit Depth = 24" 3 rows W bolts @ 24" o.c., staggered eve 8" 505 pit 2) 3'h' plies Depths 18" d less 2 rows W bolts 0 24" o.c., staggered 855 pit Depth 20" - 24" 3 rows f4" bolls Q 24' o.c., staggered eve 8' 1285 pit 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: 0148' diameter x 3 25 length 3. Beams wider than 7' must be designed by the engineer of record 4. A4 values in tlrese tables may be increased by 15% for snow•bad roots and by 25%for non -snow bad rods where the budding code allows 5 Use allowable load tables or BC CALC software to size beams. 6. An equivalent specific gravity of 0 5 may be used when designing specdx; connfictions with VERSA -LAM . 7 Connection values are based upon the 2012 NDS. 8. FastenMaster TrussLok, Simpyson Strong TI• SDW or SDS, arrdUSP WS screws may also be used to connect multlph member VERSA- LAM4beems cc act Boh• Cascade EWb Englneedog for WOW Inlormown. 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 property, the inside plies do not support their share of the load and thus the load -carrying capacity of the full member decreases significantly. The following is an example of how to size and connect a multiple -ply VERSA -LAM° floor beam. Given- Beam shown below is supporting residential floor load 40 psf Irve load, 10 psi dead load) and is spanning 16'-0" Beam depth is limited to 14". _ n Find A multiple 1W 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 -LAMS 2.0 3100 IW x 14" is found to adequately support the design loads 3. Calculate the maximum pit load from one side the right side in this case). Max. Side Load = (18' / 2) x (40 + 10 psf) = 450 pit 4. Go to the Multiple Member Connection Table, Side -Loaded Applications, 13/V VERSA-LAMI, 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 pit is greater than 450 pit OK Bolls: N" diameter 2 rows @ 12" staggered: 755 pit is greater than 450 pit OK Boise Coscade EWP - Eastern Specder Guide • 08r04/2015 VERSA -LAM®_ Floor. Load Tables _. VERSA -LAM® 2.0 3100 (100% Load Duration) Top Figure Allowable Total Load jplf] KEY TO TABLE Middle Figure Allowable Live Load jpI9 Bottom Figures Minimum Required Bearing Length at End / Intermediate Supports [inches] Span fq 1Y."VERSA-LAM• 2.0 3100 Double Ply IV.*VERSA-LAMO 2.0 3W VE SA -LAM 2 0 31003100 or Triple 5% VE SASLAM 0 3100A-LAW 2.0 100 or OuadNpl VERSAV-SLAM 2.03 00 0 3100 or 71/." 9'h" ll%'* 14" 711," 1 9Y:' ll%" 1 14" 1 16" 18" 24" 9W' I 11K" 14" 16" 18" 20" 24" 11A" 1 14" 1 is" 18" 1 20" 1 24" 763 1063 1424 1795 1525 1 2126 2849 3590 4387 5232 5226 3189 4273 5384 16580 7848 7845 7838 5697 7179 8773 10463 10459 10451 6 762 1525 1.8/4.4 2.416.1 3.3/8.2,4.1/10. 1.814.4 2.4/6.1 3.3/82.41/10.3 5/12.8 6/15 6/15 2.4/6.1 3.318.24.1/10.3' S/126 6115 6115 6/15 3.318.24.1110.3 5/12.6 6/15 6/15 6/15 479 1746 979 1207 957 1492 1957 2414 28M 3402 3913 2237 12936 1 3622 4328 5103 5876 5870 3914 4829 5771 6803 7834 7826 8 322 724 643 1447 2171 1.513.7 2.3/5.7 3/7.5 3.719.3 1.513.7 2.315.7 317.5 37/9.3.4,4/11.1; 5.2/13 6115 2.315.7 317.5 3.7/9.3,4.4111.1; 5.2113 6115 1 6/15 317.5 13.719.3,4.4111.115.2/131 6115 1 6115 243 1 551 745 909 487 1102 1489 1 1817 2148 1 25M 3126 1653 1 2234 2726 1 3222 3753 1 4322 1 4688 2978 1 3635 4296 5003 5763 6251 10 165 370 724 329 741 1447 1111 2171 2994 1.5/3 2.1/5.3 2.917.1 3.5/8.7 1.513 2.1/5.3 2.9/7.1 3.5/8.7,41/10..4.8112 6/15 2.1/5.3 2.9/7.1 3.518.74.1/10.3 4.8/12 5.5/13.8 6115 2.917.1 3.5/8.7,4.1/10.3 4 $112 5.5113.8 6115 182 413 665 808 364 825 1 13M 1617 1904 2209 2839 1238 1995 1 2425 2856 3313 1 3800 4259 2659 3233 3807 1 4417 1 W67 1 5679 11 124 276 544 247 57 1 1007 35 1631 2175 1.513 11.714.4 2,817 13.418.5 1.513 11.714.41 2.817 1 U18.51 4110.1 4.7111.71 6/15 1.714.41 2.817 3.418.5 4110.1 4.7/11.7,5.4113.4 6/15 2.817 U18.514110.1, 4.7/11.7,5.4/13.4 6115 139 317 595 728 279 634 1170 1456 1709 19TT 1 2601 950 1 2184 2564 2965 3390 3901 2340 2912 3418 3953 4519 5201 12 95 214 419 686 191 429 37 1372 643 56 2058 1675 27451.513 1.5/3.7 2.716.8 3.4/8.4 1.5/3 1.5/3.7 2.7/6.8 3.4/8.4 3.9/9.9 4.6/11.4 6/15 1.5/3.7 23A/8.4 3.9/9.9 4.6/11.4 5,2113 6115 2.7/6.6 3.418.4 3.9/9.9 4.6/11.4 5.2/13 6/15 109 248 1 488 662 217 496 976 1324 1550 1789 2399 744 1464 1986 2326 1 2683 3059 3598 1952 2647 3101 3577 4078 4797 13 75 169 1 329 540 150 337 659 10791 5% 988 1619 1317 2159 1.5/3 1.5/3.1 2.4/6.1 3.318.3 1.513 1.513.1 2.4/6.1 3.3/8.3 19/9.7,43111.21 6115 1.5/3.1 2,416.1 3.318.3 3.919.74.511125.1112.71 6115 2.4/6.1 3,3183 3.919.74.5111.25.1/12.71 6115 86 198 390 585 173 395 1 779 1171 1418 1 1633 2226 593 1169 1756 2128 1 2449 2786 3338 15M 2342 2937 3265 1 3715 1 4451 14 60 135 264 432 120 270 1 527 864 1290 405 791 1296 1935 1055 1728 2580 1.513 1.513 12.115.3 1 3.2/7.9 1,513 1.513 12.115.3 3.217.9 3.8/9.6 4.4/11 6115 1.513 2.115.3 3.217.9 3.8/9.6 4.4111 5/12.5 6/15 2,115.3 3.2/7.9 3,819.6 4,4111 5112.5 6/15 70 160 1 316 509 139 320 631 1018 1307 1502 2076 479 947 1527 1960 2253 2558 3113 1262 2036 2614 3003 3410 4151 15 49 110 214 351 98 220 429 703 1049 1493 329 643 1054 1573 2240 1158 1405 2098 2987 1.5/3 1.513 1.814.6 2.9/7.4 1,513 1.513 1.8/4.6 2.917.4 3.8/9.54.3110.9 6/15 1.513 1.814.6 2.917.4 3.819.5,4.3/10.94.9/12.3 6115 1.814.6 2.917.4 3.8I9.5,4.3/10.9,0112.3 6/15 57 131 259 427 113 262 519 1 SM 1151 1390 1944 393 777 1281 1727 2085 2364 2917 1036 1708 2303 2780 3151 3889 16 40 90 177 289 80 181 353 579 864 1230 271 530 ass 1296 1846 707 1158 1728 2461 1.513 1.513 1.614 2.616.6 1.513 1.513 1.614 2.616.6 3.6/8.94.3/10.7 6115 1.513 1.6/4 2.616.6 3.6/8.94.3/10.74.9112.2 6115 1.614 12,616.6 3.6/8.94.3/10.74.9/122 6115 108 215 355 93 217 430 710 1018 1 1274 1626 325 645 1065 1527 1911 2196 2739 860 1420 2036 2547 2929 3652 17 75 147 241 67 151 295 483 720 1026 226 1 442 724 1081 1539 2111 589 965 1441 2052 2814 1,513 1.513.E 2.315.9 1.513 1.513 1.5/3.6 2.3/5.9 3.318.4 4.2/10. 6/15 1.513 1.513.6 2.315.9 3.3/8.4 4.2/10.5 4.8112 6115 1.5/3.6 2.3/5.9 3.3/8.4,4.2/10.5 4.8112 6/15 90 180 298 77 181 360 596 994 1134 1701 271 540 894 1341 1701 2051 2552 720 1191 1788 2268 2735 3402 18 64 124 203 56 127 248 407 607 864 191 372 610 910 129E 1778 496 813 1214 1728 2371 1.513 1.513.2 2.115.2 1.513 1.5/3 1.513.2 2.1/5.2 3.1/7.8 419.9 5.9/14. 1.513 1.513.2 2.1/5.2 3.1/7.8 419.9 4.8/11.95.9/14. 1.5/12 2.1I5.2 3.1/7.8 419.9 4.8/11.95.9/14. 76 152 252 65 152 304 504 758 1 1016 1592 229 457 757 1137 1524 1863 2388 609 1009 1516 2032 2484 3184 19 54 105 173 48 108 211 346 516 735 162 316 519 774 1102 1512 422 691 1032 1470 2016 1.5/3 1.5/3 1.914.7 1513 1.513 1.5/3 1.914.7 2.817 3.7/9.45.8114. 1.513 1.5/3 1.914.7 2.817 3.719.4,4.6111.45.8/14. 1.513 1.914.7 2.8/7 3.7/9.4,4.6/11.45.8114 65 130 215 54 129 259 430 647 915 1496 194 309 646 971 1373 1678 2243 519 561 1 1295 1830 2237 2991 20 46 90 148 41 93 181 296 442 630 1493 139 271 445 664 945 1296 2240 362 593 1 685 1260 1728 2987 1.513 1.5/3 1.7/4.2 1.513 1.513 1.513 1.714.2 2.516.3 3.6/8.95.8114. 1.513 1.5/3 1.7/4.2 2.5/6.3 3.6/8.94.3110.85.8114. 1,513 1.714.2 2516.3 3.618.94.3/10.85.8/14. 96 160 95 192 320 1 482 692 1304 1 142 288 480 724 1038 1382 1956 364 640 965 1393 1842 2608 22 66 111 70 136 223 332 473 1122 104 264 334 499 710 974 1683 272 445 665 947 1299 2244 1.513 1.513.5 1.513 1.513 1.513.5 2.115.2 3/7.4 5.6M 1.513 1.5/3 1.5135 2.115.2 317A 3.9/9.95.6113. 1.513 1.513.5 2,115.2 3/7.4 3.9/9.95.6/13. 72 122 71 145 243 368 529 1092 106 217 365 552 93 1095 1638 290 486 736 1057 1460 2184 24 52 86 54 105 172 256 365 864 80 157 257 384 47 516.3 750 1296 209 343 512 729 1000 1728 1.513 1.513 1.513 1.5/3 1.513 1.8/4.0 2.5I6.3 5.1/12. 1.5/3 1.513 1.513 1.8/4.4 3.4/8.6 5.1112. 1.513 1.513 1.614.4 2.516.3 3.418.6 5.1112. 56 94 54 111 188 286 412 927 80 167 282 1 429 618 1 855 1390 223 376 572 824 1139 1853 26 41 67 42 82 135 201 287 680 63 124 202 302 430 590 1 1020 165 270 403 574 787 1359 1.5/3 1.513 1.513 1.5/3 1 1 513 1.5/3.7 2.1/5.3 4.7111. 1.5/3 1.513 1.513 1.513.7 2.1/5.3 2.917.3 4.7/11. 1.513 1 1.5/3 1.5/3.7 2.115.3 2.9/7.3 4.7111. 74 87 1 148 226 326 792 61 130 222 338 409 678 1188 174 1 296 451 652 1 904 1554 28 54 66 108 161 230 544 51 99 162 242 344 472 816 132 2% 222 459 00 1088 1.513 1.5/3 1 1.5/3 1.5/3.2 1.8/4.64.4/10. 1.5/3 1.5/3 1.5/3 1.513.2 1.814.E 2.5/6.34.4110. 1.513 1 1.5/3 1.513.2 1.814.6 2.516.34.4110 59 68 118 180 1 262 1 639 102 176 271 393 546 959 137 235 361 523 728 1279 30 44 54 88 131 187 442 80 132 1 197 280 1 384 1 660 107 176 262 373 512 885 1.513 1.5/3 1.513 1.5/3 1.614 3.8/9.5 1.513 1.513 1.5/3 1.614 2215.5 3.919.5 1.513 1.5/11 1.5/3 1.614 2.215.5 3.819.5 Total Load values are limited by shear, moment or deflection equal to LI240. 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/960. Check the local building code for other deflection limits that may apply. Where a Live Load value is not shown, the Total Load value will control. Table values represent the most restrictive of simple or multiple span applications. Span is measured center to center of the supports. Analyze multiple span beams with the BC CALL software it the length of any span is less than hall the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Table values for Minimum Required Bearing Lengths are based on the allowable compression design value perpendicular to grain for the beam and the Total Load value shown. Other design considerations, such as a weaker support material, may warrant longer bearing lengths. Table values assume that support is provided across the 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. ll mayy be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC• software. Boise Cascade Ewr' • eastern Specit er Guide • 08104120.5 VERSA -LAMS Roof Load Tables VERSA -LAM° 2.0 3100 (115% Load Duration) Top Figure Allowable Total Load [pit] KEY TO TABLE Middle Figure Allowable Live Load [PI9 Bottom Figures - Minimum Required Bearing Length at End / Intermediate Supports [inches] Span it) 1YV VERSA -LAM• 2.0 3100 Double Ply W." VERSA -LAM' 2.0 3100 or 31W VERSA -LAM 2.0 3100 Triple Ply tY." VERSA -LAM• 2.0 3100 or 5%" VERSA -LAM 2.0 3100 Ouadruple Py 1 Y." VERSA -LAM• 2.0 3100 or 7" VERSA -LAM 1.0 3100 7Y." 19'W' I II'A" 14" 7Yi' 9Y." 11'/6" 14" 16" 1 18" 24" I BIN' 11Yi' 14" Is" IS" 1 20" 24" 11Yi' 14" I 16" 18" 120" 24' 878 1223 1639 ' 2065 1755 1 244E 1 3278 1 4130 5047 5232 522E 1 3669 1 4917 6195 7570 7848 7845 7838 655E 1 8260 110094 1 10463 110459 10451 6 215 1 2.8/7 3.819.44.7/11. 2/5 2.817 3.8/9.4,4.7/11.85.8/14.5 6/15 6/15 2.817 13.01944.7/11.85.8/1T5 6115 6/15 3.8/9.44.7/11.85.8/14.5 6115 6115 6115 598 858 ', 1126 1389 1197 1 1717 2252 1 2779 3321 3915 3913 2575 ' 3379 4168 4981 5872 587E 1 5870 4505 1 5556 1 6642 7829 7834 7826 8 482 1 965 1.8/4.612.616.6 3.5/8.84.3/10. 1.814.6 2.616.E 3.5186413110.65,1112.71 6115 5115 2.616.613.518.6,4.3110.65.1112.71 6115 6I15 6/15 3.518.64.3110.6511127, 6115 6115 6115 326 637 857 1 1046 651 1 1274 1714 2092 2472 1 28W 3126 1912 1 2571 1 3138 3709 4320 4695 4688 3429 4184 4945 5759 6259 6251 10 247 556 494 tiff 1667 1.5/3.1 2.4/6.1 3.318.21 4110 1.513.112.416.1 3.3/8.21 4110 4.7111.95.5113.8, 6/15 2.416.1 3.318.2 4110 ,4.7111.9,53113.8 6115 6115 3.318.2 4110 4.7111.95.5/13.8 6115 6115 244 1 526 765 931 487 1 1052 1531 1 1861 2192 2543 12839 1577 1 2296 2792 1 3288 ' 3814 1 42651 4259 3062 1 3723 4383 1 SOBS 1 5687 5679 11 186 1 418 I 371 i 835 1253 1 1.513 2.215.6;3.2/B.1i3.919.5 1.51312.2/5.613.2/8.113.9/9.8;4.6111.65.4113.4 6115 2.215.E 3.2/8.1 3.9/9.8,4.6/11.65.4/13.4 6/15 1 6115 3218.1 3.9/9.8,4.6/11.65.4113.4 6115 1 6115 187 424 1 674 838 374 848 1347 1676 19% 2276 2601 1272 2021 1 2514 1 2952 3414 3903 3901 2694 3353 1 393E 1 4552 1 5203 5201 12 143 322 1 628 - 266 643 1256 965 1854 2512 1.513 214.9 3.117.8 3.919.7 1.513 1 214.9 3.117.8 3.9/9.74.5/11.3,52/13.1 6115 2/4.9 3.1/7.8 3.919.74.5/11.35.2/13.1, 6115 6115 3.117.813.919.74.5/11.35.2113.1 6115 1 6115 146 332 1 73 762 292 G65 1146 1524 1735 2060 2399 997 1719 2287 2678 ' 3089 1 3522 3598 2292 3049 3571 4119 4696 4797 13 112 253 494 225 506 988 759 1482 1976 1.5/3 1.7/4.2 2.917.2 3.8/9.5 1.513 1.7/4.212.9/7.2,3819.54.5/11.25.1112.9 6115 1.7/4212.9172 3.819.54.5/11.25.1/12.95.9/14.71 6115 2.9172 3.619.5'4.5111.25.1112.95.9114.7, 6/15 116 265 493 1 674 233 SW 987 1349 1634 1080 2226 796 1480 2023 2450 2821 3208 3338 1973 2697 3267 3761 427E 4451 14 90 203 396 648 180 405 791 1296 608 1 1187 19" 1582 2593 1.513 1.513.E Z716.7 3.619.1 1.513 1.513.E 2.7/6.7 3.6/9.1 4.4/11 5.1112.71 6115 1.513.E 2.7/6.7 3.6/9.1 4.4/11 5.1/12.75.8/14.4, 5/15 Z716.7 3.6/9.1 4.4/11 S.1I1275.8/14.4' 6115 94 215 423 ! 5% IN 429 846 1173 1505 1730 1 2076 6" 1 1268 1 1759 2258 ' 2595 2946 1 3113 1691 2346 3011 3459 1 3928 4151 15 73 165 1 322 527 146 329 643 1054 494 955 1581 1 - 1266 2108 1.5/3 11.513.1 2.5/6.1,3.418.5 1.513 1.513.1 2.5/6.1 3A/8.5 4.3110.9 5/12.5 6115 1.513.1 2.516.1 3.4/8.5'4.3/10.9 5/12.5 5.7114.2 6115 2.5/6.1 3.4/8.5 4.3110.9 5/12.5 5.7114.2 6115 T7 176 1 347 515 153 352 695 1029 1327 1601 1944 528 1042 1544 1990 2402 2723 1 2917 1389 2058 2653 3202 3630 3889 16 60 136 265 434 121 271 530 ON 1296 407 795 1303 1944 1060 1737 2593 1.5/3 1.513 2.215.4 3.217.9 1.5/3 1 1.513 2.2/5.0 3.2/7.9,4.1/1024.9/12.3 6115 1.513 2,215.4 3.217.94.1/1024.9/12.3 5.6114 6115 2.2I5.4 3.2/7.94.1/10.24.9/12.3 5.6114 6/15 63 146 1 299 455 127 292 577 1 910 1173 1468 1829 1 436 8% 1365 1760 2201 1 2531 2743 1154 1820 1 2346 2935 3374 3657 17 50 i 113 1 221 362 101 226 442 724 1081 339 6W 1086 1621 884 1448 2161 1 . ' . 1.513 1.5/3 11.9/4.8, 317.5 1,513 i 1.513 1.914.8 317.5 3.919.E 4.5112 6115 1,513 11.914.8 3/7.5 13.919.E 4.8/12 5.5113.8 6115 1,914.81 317.5 3.919.E 4.B112 5.5/13.8 6/15 53 122 242 399 106 244 484 1 799 1045 1307 1726 367 1 726 1198 1 1567 1961 1 2364 2588 968 1598 2089 1 2614 3151 3451 18 42 95 156 305 85 191 372 610 910 1296 286 59 915 736E 1944 744 1220 1821 2593 1.513 1.513 1.714.3 2.817 1.5/3 1.5/3 11.714.31 2.817 3.619.14.5/11.4; 6115 1.513 11.714.31 2.017 3.6/9.1,4.5111.45.5113.71 6115 1.714.31 2.817 3.619.14.5/11.45.5/13.71 6115 103 205 1 339 69 206 410 677 936 1171 1 1634 310 615 r 101E 1 1404 1757 2147 2450 520 1354 1872 ' 2342 1 2862 1 3267 19 81 158 1 259 72 1 162 316 519 774 1102 243 475 778 1 1161 1653 633 1037 1548 2204 1 - 1.5/3 11.513.812516.3 1.513 1.513 1.5/3.812.516.3i3.4/8.64.3110.8, 115 1.5/3 1.513.812.5/6.3;3.4/8.6,4.3/10.85.3113.1, 6/15 1.5/3.B12.5/6.3 3.4/8.64.3/10.85.3113.1r 6115 88 175 J 289 75 1 176 1 3W 579 843 1 1055 1 1551 263 525 868 1 1265 1583 1934 2326 699 1 1157 168E 1 2110 2579 3101 20 69 136 272 62 1 139 1 271 445 664 1 945 208 407 1 667 1 996 1418 43 1 889 1327 1 1590 1.5/3 11.513.4 2.315.6 1.513 1 1.513 1.5/3.4 2.315.E 3.318.24.1/10.2 6115 1.513 1.513,4 2.315.E 3.31824.1110.2 5112.5 6115 1.5/3.4 2.3/5.6 1 3.318.24.1110.2 5112.5 6115 65 I 130 216 54 130 260 431 649 869 1407 194 390 647 973 1 1303 1 1593 ' 2111 520 662 1297 1738 2124 ' 2815 22 52 102 167 46 104 204 334 499 1 710 157 306 501 748 J 1055 1 1461 408 668 997 1420 1948 1.5/3 i 1.513 11.914.7 1.513 1.5/3 1 1,513 11.914.71 2.817:3.719.3 6/15 1.513 1 1.513 1.914.7 2.8/7 3.7/9.3,4.5111.3. 6/15 1.513 1.914.7! 2.8/7 3.719.34.5111.3' 6/15 99 164 98 197 329 4% 711 1259 146 2% 493 744 1066 1334 1889 395 1 658 992 1422 1779 2516 24 79 129 80 157 257 364 547 IN 236 386 576 820 1125 314 515 768 1094 1500 1.513 1.613.9 1.513 1.513 1.6/3.9 2.3/5.9 3.3/8.35.9/14. 1.5/3 1.513 1.6/3.9 2.3/59 3.3/8.3,4.2/f0.45.9/14. 1,513 1.613.9 23/5.9 3.3/6.3,4.2/10.45.9114. I 76 128 1 75 I 153 1 216 387 555 1069 112 1 229 383 580 833 1132 1604 305 511 1 773 1110 1510 2139 26 62 101 63 124 1 202 302 430 1020 95 1 185 304 453 645 885 1529 247 405 1 604 No 1150 2039 1.5/3 1.513.3 1.5/311.51311.5/3.3, 215 2.817.1,5.4113. 1.513 1.513 11.513.31 2/5 2.617.1 38/9.6,5.4113. 1.513 1.513.31 215 2.8/7.113.819.65.4/13 60 101 58 120 202 306 1 441 919 87 180 303 459 661 914 1378 240 1 404 612 882 1 1219 1837 28 49 81 51 99 162 242 1 344 816 76 148 243 363 517 709 1224 198 1 324 484 689 945 16M 1.513 1.5/3 1.513 1 1.513 1 1.5/3 1.714.3 2.4/6.1 5112.E 1.513 1 1,513 1 1.513 1.714.3 2.4/6.1 3.4/8.4 5112.6 1.513 1 1.513 1.714.3 2.416.1 3.4/84 5112E 81 1 95 161 1 246 355 797 68 1 143 242 1 369 533 1 738 1196 190 323 492 1 710 984 1594 30 66 80 132 1 197 280 664J 62 121 198 295 420 576 996 161 263 393 SW 768 1327 1.513 1.513 1 1.513 1.513.7 2.115.3,4.7111. 1.513 1.513 1 1.513 1.5/&712.115.312.917.34.7111. 1.5/3 1.513 1.513.7 2.115.3 2.9/7.34.7/11. Total Load values are limited by shear, moment or deflection equal to U180. 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 supppoorts. Analyze multiple span beams with the BC CALC• software if the length of any span is less I an half the length of an adjacent span. Table values assume that lateral support is provided at each support and continuously along the top edge and applicable compression edges of the beam. Boise Coscada EWP • Essiem Spencer Gorda - 08i0412015 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-pry, 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. VERSA -LAMS Roof Load -Tables VERSA -LAM® 2.0 3100 (125% Load Duration) Top Figure Allowable Total Load [pit) KEY TO TABLE Middle Figure Allowable Live Load [pI9 Bottom Figures Minimum Required Bearing Length at End / Intermediate Supports [inches] Span rl[ 1Y." VERSA-LAM•2.0 3100 Double Ply 1'/." VERSA-LAM•2.0 3100 or 3Y." VERSA -LAM 2.0 3100 1 Triple Ply ti." VERSA -LAM• 2.0 3100 or SY." VERSA -LAM 2.0 3100 Quadruple Ply 1'/." VERSA -LAM• 2.0 3100 or 7" VERSA -LAM 2.0 3100 7'/." 9 Y. " 11 Yi" 14" 7'/i " 9'h" 113/i' 14" 16" 18" 24"' 9'W' I 113/6" 14" 16" IS" 1 20" 24" 113/i" 14"' 1 16"' 1 18"' 1 20" 1 24" 954 I= 1782 2245 1908 2660 3564 4491 5234 U32 5226 3990 5346 6736 7851 78" 7045 7838 7128 8981 10467 10463 10459 10451 g 2.2/5.5 3.1/7.6,4.1/10.25.1/12. 2.2/5.5 3.1/7.6,4.1f10.0,1/12.Q 6115 6/15 6/15 3.1f7.64.1/10.25.1/12.9 6/15 6/15 6/15 6115 1/10.25.1/12.9, 6115 6/15 6/15 6115 640 933 1 1225 1511 1279 1667 2449 3022 3611 3919 3913 2800 3674 1 4532 5417 5079 5876 5870 4899 6043 7222 7838 78M 7828 8 482 5 2/4.9 2.917.1 3.819.4 4.6111. 214.9 2.917.1 3.8I9.4,4.6111.65.5/13.8 8/15 6/15 2.9/7.1 3.819.4,4.6/11.85.5/13.8 6115 6115 6115 3.8/9.4 4.8/11.65.5/13.8 6115 6115 6/15 326 693 932 1138 651 1386 1864 1 2275 2659 3132 3126 2079 2797 3413 4033 4698 4695 4688 3729 45'W 5378 1 8283 6259 6251 10 247 5% 494 1111 1667 1.5/3.1 2.7f6.6 3.618.94.4/10. 1.5/3.1 2.716.E 3.6/8.94.4/10.95.2/12.9 6/15 6115 2.716.6 3.6I8.94.4/10.95.2/12.9 6/15 6/15 6/15 3.6/8.94.4/10.95.2112.9 6/15 6115 6/15 244 552* 3.51&8,4.3110.1 1012 487 1104 1665 2024 2384 2765 2839 1656 2498 3037 3576 4148 4265 4259 3330 4049 4767 5531 5687 5679 11 186 418 371 835 1631 1253 244E 3262 1.5/3 2,315.81.513 2.315.8 3.5/8.8,'4.3110.7, 5/12.6;5.8/14.6 6115 2.315.8 3.5/8.6 4.3/10.7 5112.E 8/14.6 6/15 6115 3.5/8.84.3/10.7h 5/12.6 5.8114.E 6115 6/15 187 424 733 1 912 374 48 1465 1 1823 1 21-4 2475 2601 1272 2198 2735 3211 3713 3907 3901 2931 3647 1 4251 1 4951 5209 5201 12 143 322 628 266 643 125E 965 1884 2512 1.5/3 214.9 3.418.442/10. 1.5/3 2/1.9 3.4/8.44.2/10.54.9/12.35.7/14.1 6115 214.9 3.418.442110.54.9112.35.7114.3 6115 6/15 3.4/8.44.2/10.54.9/12.35.7f14.3 6/15 6/15 146 1 332 623 1 829 292 665 1247 1 1655 1942 1 2240 2399 997 1870 2487 2913 3360 3604 3596 2494 331E 1 3884 1 4480 1 4506 4797 13 112 1 253 494 1 810 225 506 988 1619 759 1482 2429 1976 3238 1,513 i 1.7/4.2 3.117.84. 11 `10.4 1.513 11.714.2 3.1/7.6,4.1/104,4.8112.1 5.6114 1 6115 1.714.2 3.117.8,4.1110.44.8/12.1 5.6114 1 6115 1 6115 3.1/7.84.1/10.44.8112.1,5.6114 1 6115 6115 116 265 521 1 734 233 530 1043 1467 1777 1 204E 2226 796 1%4 2201 266E 3068 3345 3338 2085 2934 1 4459 4451 14 90 203 396 648 IN 405 791 1296 608 1187 1944 1582 2593 M25.5113.81.513 1.513.6 2.817 419.9 1.513 1.513.E 2.817 419.9 4.8/12 5113.E 6115 1.5/3.6 2.817 419.9 4.8/12 5.5/13.8 6/15 6/15 2.817 4/9.9 6115 6/15 94 215 423 638 188 1 429 846 1276 1638 1 1882 1 2076 644 1268 1914 1 2456 2823 1 3120 3113 1691 2552 3275 3763 4159 4151 15 73 165 322 527 146 329 643 1054 1573 494 965 1581 2360 1266 2108 3146 1.5/3 1.513.1 2.516.1 3.719.2 1.513 1.5/3.1 2.5/6.1 3.7/9.2,4.7/11.85.4f13.6 6/15 1.513.1 2.516.1 3.7/9.2,4.7111...4113.6 6115 6115 2.516.1 3.7/9.2,4.7111.85.4/13.6 6115 6/15 77 1 176 347 560 153 352 1 695 1120 1443 1742 1 1944 528 1 1042 1680 2165 2613 2923 2917 1389 2240 2887 3484 3897 3839 16 60 136 265 434 - 121 271 530 868 1296 407 795 1303 1944 1060 1737 2593 1.513 1.513 2.2/5.4 3.518.E 1.513 1.513 2.215.4 3.5f8.64.4/11.15.4/13.4 6/15 1,513 2.215.4 3.5/8.64.4111.15.4f13.4 6115 6115 2.215.4 3,518.64.4111.15.4/13A 6115 6115 63 1 146 289 476 127 292 577 951 1277 1597 1829 438 66 1 1427 1915 2395 2749 2743 1154 1902 2553 3193 3665 3657 17 50 113 221 362 101 226 442 724 1081 1539 339 663 1086 1621 2308 884 1448 2161 3078 1.5/3 1.513 1.9/4.8 3.1/7.8 1.5/3 1.513 1.9/4.8 3.1/7.84.2/10.55.2f13.1 6115 1.513 1.914.8 3.1/7.8,4.2/10.552/13.11 6115 6115 1,914.8 3.1f7.8,4.2/10.55.2/13.1; 6115 1 6115 53 122 242 399 106 244 484 799 1137 1422 172E 367g 1198 1705 2133 2572 2568 966 1598 2274 2845 3429 3451 18 42 95 186 305 85 191 372 610 910 129E 286915 1366 1944 744 1220 1621 2593 1.5/3 1.5/3 1.7/4.3 2.8/7 1.513 1.513 1.714.3 2.817 4/9.9 4.9/12.3, 6/15 1.5f32.8/7 4/9.9 4.9/12.35.9f14.9, 6/15 1.7/43 2.817 4/9.9 4.9/12.35.9/14.9, 6/15 103 205 339 69 206 410 677 1016 1275 1634 310 6115101E 1524 1912 2336 2450 820 1354 2032 2549 3115 3267 19 81 158 259 72 162 316 519 774 1102 243 475 778 1161 1653 2266 633 1037 1548 2204 3024 1.5f3 11.5f3.8 2.5/8.3 1.5/3 1 1.513 1.513.8 2.5/6.3 3.7/9.34.7111.7 6115 1.5/3 1.5/3.8 2.5/6.3 3.7/93..7111.75.7/14.3, 6115 1.5/3.8 2.5/6.3 3.7/9.3,4.7f11.75.7/14.3 6115 68 175 1 289 75 1 176 350 79 869 1149 1551 263 525 868 1303 1723 2105 2326 699 1157 1737 2297 2607 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 1.5134 2.315.6 1.513 1.513 1,513.4 2.315.E 3.4/8.44.4/11.1 6115 IS_13 1.5/3.4 2.315.6 34f&44.4/11.15.4113.6 6115 1.5/3.4 2.315.E 3.41 .41,4111,11,5.4111C 6115 65 130 216 54 130 260 431 1 649 928 1407 194 390 647 1 973 1393 1735 2111 520 62 1297 1657 2313 2815 22 52 102 167 46 104 204 334 499 710 157 306 501 748 1065 1461 403 668 997 1 1420 1 190 1.513 1 1.513 11.914.7 1.513 1,513 1 1.513 1.914.7 2.817 419.9 6115 1.513 1.5/3 11.9141.7 2.817 419.9 4.9/12.3 6115 1.513 1,914.7 2.817 1 419.9 4.9112.3 6/15 99 164 98 197 329 496 711 1288 146 296 493 744 1066 1453 1932 395 658 992 1422 1937 2576 24 79 129 80 157 257 384 547 121 236 386 576 2.315.9 820 1125 314 515 768 1094 1500 1.5/311.513 11.613.91.6/3.9 1.S13U1.5/3 1.613.912.315.913.3/6.311.613.9 2.3/5.9 3.318.3 6/156/15 1.5/311.513 1.5/31.5/3 11.91191.613.9 2.3I5.9 3.3/6.3,4.5/11. 3.3/8.3,4.SI11.3, 61156/15 1.5131.513 1.613.91.613.912.02.31 .9 3.318.3 4.51 111J, 6/15 76 I 128 75 153 256 387 555 I 1164 112 229 1 383 580 833 1150 1747 305 511 773 1 1110 ISM 2329 26 62 101 63 124 202 302 430 1020 95 185 304 453 645 885 1529 247 405 604 860 1180 2039 1.513 1.513.3 1.5/3 1.513 1.513.3 215 2.8/7.1 5.9/14. 1.513 1.5/3 1.5f3.3 215 2.817.1 3.9/9.7,5.9/14. 1.5/3 1.513.3 215 2,817.1 3.9/9.7 5.9/14. 60 1 101 58 120 202 1 306 441 1 1001 87 IN 303 1 459 1 661 914 1501 2410 404 612 882 1219 2001 28 49 81 51 99 162 242 344 816 76 148 243 363 517 709 1224198 324 484 689 945 1633 1.S13 1.5f3 1.5/3 1.5/3 1.5/3 1.714.3 2.4I6.15.5f13. 1.513 1.5/3 1.513 1.7/4.3 2.416.1 3.4/8.45.SI13..53 1.513 1.7/4.3 2.4/6.1 3.4/8.45.5/13. 81 95 161 246 355 861 68 143 242 369 533 736 1291 190 323 492 710 984 1721 30L t 66 80 132 197 260 664 62 121 198 295 420 576 996 161 267 393 560 768 1327 1.513 1.5/3 1.513 1.5/3.7 2.1/5.35.1112. 1.5/3 1.5/3 1 1.5/3 1.513.7 2.1/5.3 2.9f7.35.1/12. 1.5/3 1.513 1.513.7 2.115.3 2.917.35.1/12. Total Load values are limited by shear, moment or deflection equal to U180. 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 deflecion 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 beanng lengths. Table values assume that support is provided across the full width of the beam. For 2-ph, 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 E4VP • tas!am Specde• G,nde • =04120.5 VERSA -LAM® Allowable_Nailing_and_ Design__V_a.lues___ Offset and stagger nail rows from floor sheathing and wall sole plate. Simpson Strong -Tie A35 and LPT4 connectors may be attached to the side VERSA-LAM*PVERSA-RIM°. Use nails as specified by Simpson Strong -Tie. Nailing Parallel to 'w Glue Lines Narrow Face) i I I Nailing Perpendicular to Glue Lines (Wide Face) Nailing Notes 1) For 1%" thickness and greater. 2 rows of nails (such as for a metal strap) are allowed (use %r" minimum offset between rows and stagger nails) VERSA LAMO Design- V_01,ues______- - - - Grade Width in Depth in Weight Ib/ft[lb] Allowable Shear Allowable Moment ft-lb]in' Moment of Inertia Grade Width in Depth in Weight Ib/ft[lb] Allowable Shear Allowable Moment ft-lb]in' Moment of Inertia 0 W C(O Q + Crw 1 % 3'/2 1.5 998 776 5.4 1 0c 0 a Q ai Cr 5'/. 5% 8.0 5237 6830 63.3 5'/2 2.4 1568 1821 20.8 5'/2 8.4 5486 7457 72.8 7'/. 11.0 7232 12566 166.7 7% 3.2 2066 3069 47.6 9% 14.1 9227 19908 346.3 c c Q J 1 % 3'/2 1.8 1164 1058 6.3 9'/2 14.5 9476 20937 375.1 5'/2 2.8 1829 2486 24.3 7% 3.7 2411 4189 55.6 11% 17.1 11222 28814 622.9 9% 4.7 3076 6636 115.4 11% 18.1 11845 31913 732.6 9'/2 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 1792.0 11% 6.0 3948 10638 244.2 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 7 9% 16.6 12303 26544 461.7 31A 5'/, 5.6 3658 4971 48.5 91A 17.1 12635 27916 500.17'/. 7.4 4821 8377 111.1 9% 9.4 6151 13272 230.8 11% 20.2 14963 38419 830.6 91A 9.6 6318 13958 250.1 11% 21.4 15794 42550 976.8 11% 11.4 7481 19210 415.3 14 25.2 18620 58069 1600.7 11% 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 1 20 36.0 1 26600 113904 4666.7 20 20.3 13300 56952 2333.3 24 43.2 31920 160732 8064.0 Desi n Pro ert Grade Modulus of Elastici Bendin Horizontal Shear TensiIn ParalleCompression GraiParallel to Grain Compression Perpendicular to Grain Equivalent Specific Gravity for Fastener Desi n E( x 106 psi)(') Fb (psi)(2x') F. (psi)(2)(') F, (psi) F,„ (psi)m F.l (psi)t')16) SG) VERSA- LAM°Beams 2.03100 2.0 3100 285 2150 3000 750 0.5 VERSA - LAM* Studs 1.72650 1.7 2650 285 165 3000 750 0.5 VERSA - LAM* Columns 1.82750 1.8 2750 285 182 3000 750 0.5 1. This value cannot be adjusted for load duration. 5. Tension value shall be multiplied by a length factor, (4/L)"' where L = 2. This value is based upon a load duration of 100% and maybe 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)1p 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 E4VP • Eastern Specifier Guide - 091002015 32 VERSA-LAM®_.1.8.2750 Columns-___ r_ tE Allowable Axial Load (lb) c i 31/:" x 3'/2" 3'/:" x 4%" 3'/2" x 51 3%" x 51/2" 31/:' x 7" J 100% 115% 125% 100% 1 115% 1 125% 100% 1 115% 125% 100% 1 115% 1 125% 100% 115% 1 125b/o 4 15,265 16,750 17,650 19,100 20,950 22,070 22,920 25,150 26,500 24,020 26,350 27,770 30,570 33,545 35,345 5 12.830 13,770 14,320 16,050 17,220 17,910 19,260 20,670 21,505 20,185 21,660 22,530 25,690 27,580 28,680 6 10,580 11,190 11,540 13,240 13,990 14,440 15,890 16,800 17,335 16,645 17,605 18,165 21,190 22,410 23,120 7 8,745 9,160 9,400 10,940 11,460 11,760 13,130 13,760 14,120 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 8,130 9,245 9,575 9,765 9,685 10,030 10,230 12,330 12,770 13,025 10 5,250 5,415 5,510 6,570 6,770 6,890 7,885 8,135 8,280 8,260 8,525 8,675 10,520 10,850 11,040 11 4,525 4,655 4,730 5,660 5,820 5,910 6,795 6,990 7,100 7,120 7,325 7,440 9,065 9,325 9,475 12 3,935 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 5,635 6,920 7,080 7,175 14 3,050 1 3,120 3,155 3,820 1 3,900 1 3,950 4,585 1 4,685 4,740 4,805 4,905 4,965 1 6,115 1 6,250 6,325 3%" x 7'/4 ' 5'/: ' x 51/: ' 5'/: ' x 5'/:" 51/: ' x 7" 51/4 ' x 71/4' 100% 1 115% 125% 100% 1 115% 1 125% 100% 115% 1 125% 100% 115% 125% 100% 1 115% 1 125% 4 31,670 f 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 40,000 37,450 39,960 41,420 9 12,770 13,225 13,490 23,815 25,180 25,980 24,950 26,385 27,220 31,770 1 33,600 34,670 1 32,910 34,800 35,910 10 10,895 11,240 11,440 20,950 22,005 22,620 21,950 23,060 23.700 27,950 29,360 30,190 28,960 30,420 31,260 11 9,390 9,660 9,810 18,500 19,340 19,820 19,385 20,260 20,770 24,690 25,810 26,450 25,570 26,720 27,400 12 8,170 8,380 8,500 16,420 17,085 17,475 17,200 17,910 18,305 21,910 22,800 23,320 22,690 23,620 24,150 13 7,165 7,335 7,430 14,640 15,185 15,500 15,340 15,910 16,240 19,540 20,270 20,680 20,230 20,990 21,430 14 6,335 6,470 6,550 13,120 13,570 13,830 13,750 14,220 14,490 17,510 18,110 18,460 18,140 1 18,760 19,110 15 11,820 1 12,195 12,405 12,385 12,775 13,000 15,770 16,270 16,560 16,330 16,850 17,150 16 10,690 11,005 11,185 11,200 11,530 11,720 14,270 14,690 14,930 14,780 15,210 15,460 17 9,715 9,980 10,135 10,180 10,460 10,620 12,960 13,320 13,520 13,420 13,790 14,010 18 8,860 9,090 9,220 9,285 9,525 9,660 11,820 12,130 12,300 12,250 12,560 12,740 19 8,110 8,310 8,420 8,500 8,705 8,825 10,820 11,090 11,240 11,210 11,480 1 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 9,1701 9,370 9,480 9,490 9,700 1 9,820 22 I Allowable Design Stresses Notes 1) Table assumes that the column is braced at column ends only. Effective 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 Constriction 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)19 psi Perp to Gluelines (Plank): Fb = 2500'(12/d)19 psi Compression Parallel to Grain: Fp cu = 3000 psi Compression Perpendicular to Grain: Parallel to Gluelines (Beam): F,11 = 750 psi Per to Gluelines (Plank): F 1= 450 psiP ( ) P Tension Parallel to Grain: Fr = 1650 psi V-ERSA-S_T-U-D® 1-.-7-2650 Allowable Desiqn Values Product Bending Fb [psi] Compression Parallel to Grain F. [psi] Modulus of Elasticity E [psi] Horizontal Shear F„ [psi] VERSA-STUD®1.7 2650 26SO 3000 1,700,000 285 Spruce Pine Fir (North) # 1 / 2 Grade 875 1150 1,400,000 135 Hem -Fir # 2 Grade 850 1300 1,300,000 1 150 Western Woods # 2 Grade 675 900 1,000,000 1 135 Notes: Design values are for loads applied to the narrow face of the studs. Repetitive member and size factors have not been applied. Dimension lumber values taken from from 2012 NDS Supplement: For further design information, please see VERSA -STUD 1.7 2650 Design Values for Wood Construction (per 2012 IBC/IRC). Eastern Tall Wall Guide. Boise Cascade EW,7• Eastern Specifier Guide • 0810412015 V • t;/ V , . lrl4.,.liltltq•I.tr t dt w. • .r er.tyts>t !MI!r.!i, BC FRAMEW i•.. O• IV t 10 yV4•, . V - r1.wrv1,t 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- 13 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. Z 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, 128000241GB Minimum 1024x768) Operating Systems: Windows® 7 or 8.1 (Professional Edition 64-bit) Actual specifications vary by user and will be assessed prior to installation. BC CALC® Sizing Software Give U r a Try BC CALC® is simple to use, yet robust enough to C LC analyze most all joist, beam, and column applications. Analysis for EngmeU red Wood Products 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. Boise Cascade has provided BC CALC® free of charge to the design community since 1994. BC COLUMN® has now been merged into BC CALC®, allowing the sizing of joists, beams, rafters, columns, COMPUTER REQUIREMENTS and studs all in one convenient program. PC with any current version of MS Windows®, along with an In addition to BCI® & AJS® Joists, VERSA -LAM®, internet connection. For questions regarding BC CALC®, and BOISE GLULAM®, BC CALC® also offers call 1-800-405-5969 or email EWPSupport@BC.com. the analysis of solid sawn lumber and timber members. Thus BC CALC® is the only program To Download BC CALC US, needed to analyze structural wood members. https:// www.bcconnect.com/bcdeployer/index.htm Ds,, w. .:a•fl;c_n;;=ti.vo:.a fgA"aso.te t6fA'. t6.00GLGLIL1,4l9Coa1knR10F uteniff. rFcrlllo n Iew Dea firm CO IIw,w1„w.rrl.N.urrup w•: e'alswwalr-IM7s Ixwtinat :. ( stir i; Avi711A •N' plw l ttnry o•tw /Y Upt Fl br, lt,o 0+ho.,4r a/v!L y il: lrrsiiiiiia I r U o x r ~ 1 ,,, JJI t1Ytl/V Itst lvritrwalu M, Hu 111110 117t1i 1 .• t.p,t7Rt7H r "' 1..ssww/lr jo 71T0+' ViM10r /li7' 4 r tM ti trr 1 rt.w Ip S y y„IF/albMnm 110 r I cv_- S \9M ti1 w t •.sl 1.r +.LJq.IR_..L w wwI.J.- f • IItI 1,N.Tq .OYrSQ p'.SIY7 Y-7".Y-01travasm. sv IIJrOt0 l$ti oc ty'p, i.u rvp7t..cl _ I a.lwsr.. Igit MrASZCJIR 1. iw irrY. R+ CtO, L wrJ ttt WT 117t . F\ tlrM Vitt" lift nn • r. wl r•ryln l ,./ 071Yg7 YMMN•\I. I. Ih•rw teilm low tasugOta IrbIJM pst vl 1 1 a lt V Rw:7ta1 n1. 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Boise Cascade EWP • Eastern Specifier Guide - F _ Framing Connectors -_ Simpson Strong Tie ITS lus SUR/L JoistDth BCI• I Hanger Capacity lbaJ H r ai i i oist D th BCI• Hanger apaaty f Header ai Joist Joist Depth BCI• Hanger apaaty I Header m I joist 9h., 4500s 1T51.81I9.5 993 6-10d 9K" 4500s IU51.81I9.5 950 8-tOd 9K. 4500s SUR/L7.81/9 1081 12-16d 2-10dx1'/." 5000s 60005 ITS2.06/9.5 ITS2.37/9.5 993 1225 6-10d 6-10d 5000s 60005 IUS2.06/9.5 IUS2.37/9.5 950 950 8-10d 8-10d 5000s 6000s SUR/L2.0619 5UR/1-2.37/9 1097 1343 14-16d 14-16d 2-10dx1'W 2-10dxtb 6500s I ITS2.56/9.5 1225 6-10d 6500s IUS2.5619.5 950 8-10d 6500s SUR/1-2.5619 1343 14-16d 2-10dx1K" 11 /' 4500s ITS1.81/11.88 1066 6-10d 71 /' I 4500s IUS1.81/11.88 1185 10-10d 11 /' 4500s SUR/L7.81/11 1306 16-16d 2-10dx1K" 5000s ITS2.06/11.68 1068 6-10d 5000s IUS2.06111.88 1185 10-10d 5000s SUR/L2.06111 1350 16-16d 2-10dx1K" 6000s 6500s ITS2.37/11.88 ITS2.56/11.86 1237 1237 6-10d 6-10d 80005 6500s 1US2.37111.88 1US2.56/11.88 1185 1185 10-10d 10-10d 6000s 6500s SUR/L2.37111 SURIL2.56/11 1385 1385 16-16d 1646d 2-10dx1'/o" 2-10dx1'b" 60s ITS2.37/11.68 1237 6-10d 60s IIUS2.37111.88 1185 10-10d 60s SUR/L2.37/11 1385 16-16d 2-10dx1K' 90s ITS3.56I11.88 ISIS 6-10d 90s IUS3.56/11.88 1420 12-10d 90s SUR/L410 1906 14-18d 2-10dx1K" 14" 4500s ITS7.81114 1075 6-10d t4 4500s IUS1.81/14 1420 12-10d 14" 450Os SUR/L1.81114 1675 20-16d 2-10dx1'b" SOOOs IT52.06/14 1081 610d SOOOs IU52.06/14 1420 12-10d 50005 SURIL2.08111 1693 18-18d 2-10dx1'/r" 80005 1T52.37114 1262 6-10d 6000s IUS2.37/14 1420 12-10d 6000s SUR/L2.37/14 1693 18-16d 2-tOdx1'/," 65005 ITS2.56/14 1262 6-10d 6500s IUS2.56/14 1420 12-10d 6500s SURVL2.56/14 1693 1846d 2-10dx1'/.' 805 ITS2.37114 1282 B 10d 80s IUS2.37/14 1420 12-10d 605 5UR/L2.37/14 1693 18-18d 2-10dx1'b' 905 ITS3.56/14 1520 6-10d 90s IUS3.56/14 1420 12-10d 905 SUR/L414 2050 2-10dx1'/:" 450Os ITS1.81/16 1081 6-10d 16, 4500s IUS1.81116 1660 14-10d 16. 4500s SUR/L1.81/14 1887 2-10dxlW 5000s ITS2.06/16 1087 6-10d 5000s IUS2.06/16 1660 14-10d 5000s SUR/L2.06/11 1920 2-10dx1K' 16" 6000s ITS2.37116 1268 6-10d 60005 IUS2.37/16 1660 WIN 6000s SUR/L?.37/14 1920 U18-116d 2-10dx1K' 6500s ITS2.56/18 1268 6-10d 65005 IUS2.58/16 1660 14-10d 6500s SURUL2.56/14 1920 2-tOdx1'/." 60sTS2.37115 1268 6-10d 505 IUS2.37116 1660 14-10d 60s SUR/L2.37/14 1920 2-iOdx1K" 90s ITS3.56/16 1520 6-10d 905 IUS3.5611161425 14-10d 90s SURA4142250 2-10dx1K" D • . i e • .i D . . lC7u a VFJ.7.7 U/l'.tWl1A5 c:uu CWyi/ C/uwC7.! r '.T . 1 MIT B U / HU MIU LSSU BCI• Hanger Capacityili i Joist t BCI• Hanger Capacity Naili i Joist BCI• Hanger Capacity Header ilin oist rAt 4500s MIT49.5 30 8-16d 2-10dxlW 9Y' 4500s MIU3.56/9 2305 16-16d 2-10dx1Y: 9Y'" 4500s LSSUI25 995 9-10d 740dOW SOOOs 4/95 IT359.5-2 2305 2305 8-16d2-10dx1K' 8-16d 2-10dx1K" SOOOs 6000s MIU4.1?/9 MIU4.75/9 2305 2305 1816d 16-16d 2-10dx1YG" 2-10dx1K" SOOOs 6000s LSSU2.06 LSSU135 995 995 9-10d 9-10d 7-10dx7'/." 60005 7-10dx7K" 6500s MIT39.5•2 2305 8-16d 2-10dx1'/.' 6500s MIU5.12/9 2305 16-16d 2-10dx1K" 6500s LSSUM310 1425 1440d 740dOW 11K 4500s MIT411.86 2305 8-16d 2-10dx1Y:" 11/' 4500s MIU3.56/11 2880 20-16d 2-10dx1K" 4500s LSSU125 995 9-10d 7-10dx5SOOOsM1T4.12/11.8 2305 8-18d 2-tOdx1K' SOOOs MIU4.72/11 2880 20-76d 2-10dx1Y'" 50005 L55U?.06 995 9-10d 7-tOdx1K' 6500s MIIT3311 88•? 2305 8-18d 2-10dx1K" 6500s MIU5.12/11 2880 20-18d 2-10dx'IW 60005 165005 LSSU135 LSSUH310 995 1475 9-10d 14-10d 7-10dxlW 7-10dx1K" 80s MIT3511.88-2 2305 8-18d 2-10071oT 60s MIU4.75/11 1 2600 20-16d 2-10dx1/." 80s I 87.1?/11.88 3500 14-16d 2-10dxl'iV 90s HU412-2 1 3275 22-16d 2-10dx1K" 60s LSSU135 995 9-10d 7-10dx1K" 14' 4500s MINN 2305 8-16d 2-10dx1W 14" 4500s MIU3.56/14 3170 22-16d 2-10dx1K' 905 I LSSU410 1625 14-10d 12-10dxlY. 5000s MIT4.12/74 2305 8-16d 2-10dx19V 5000s MIU4.12/14 3170 22-16d 2-10dx1K" 14 4500s LSSU125 995 9-10d 7-10dxlW 80005 M/T3514• 2305 8-16d 2-10dxIW 6000s MIU4.75/14 3170 22-16d 2-10dx1K" 5000s LSSU2.06 995 940d 7-10dx1K" 6500s MIT314-2 2305 8-16d 2-10dxlW 6500s MIU5.12/14 3170 22-16d 2-10dx1K' 6000s LSSU135 995 9-10d 7-10dx1K" 60s MIT3514-2 2305 8-16d 2-10dx1K" 60s MIU4.75/14 2700 22-16d 2-10dx1K" 6500s LSSUH310 1600 14-10d 7-10dx1'/S" 90s 07.12114 3800 14-16d 2-10dx7K" 905 HU414-2 3870 26-16d 2-10dx1K" 80s60s LSSU135 995 9-10d 7-10dx1K" 4500s MIT416 2305 8-16d 2-10dxlw 18" 4500s MIU3.56/16 3455 24-16d 2-10dx1K" LSSU135 1625 14-10d 1- 10dx 1K" 16' 5000s LBV4.12/16 2460 10-16d 2-10dxlW 5000s MIU4.12/16 3455 24-16d 2-10dx1K' 6000s MIT4.16 2305 6-16d 2-10dx1K' 6000s MIU4.75/16 3455 24-16d 2-10dx1'/." For more information, call Simpson Strong -Tie IS 0' ° at1-800-999-5099 or visit their website at Genwww. strongtie.com eral Notes Sold Italic hangers require web stiffeners. Capacities will vary with different nailing criteria and/or support conditions; contact supplier or Simpson Strong -Tie for further information. Capacity values shown are either hanger capacity values see support requirements below) or BCI• Joist end reaction capauties- whicheverisless. All capacity values are downward loads et 100%load duration. BC10JoistslopeexceedsY pert000etdwebstiHenerswhen Leave 7ti clearance (W 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 lu". For proper installation of the VPA, the 2-10dx1K" joist nails through the bend tabs must be installed at approximately a 45degreeangle. Support Requirements Support material assumed to be Boise Cascade structural composite lumber or sawn lumber (Douglas Trrorsouthem pine species). Minimum support width for single- and double -joist top mount hangers is3". Minimum support width for face mount hangers with 10d and 16d nails is IYV and 2". respectively. 8500s MIT5.12/1B 2305 8-18d 2-tOdx1'/:' 6500s MIU5.72/76 3455 24-16d 2-10dx1`/," 60s I MIT4.75/16 2305 8-18d I 2-10dx1K' 60s MIU4.75/18 1 2725 24-16d 2-10dx1'/," 905 1 STIZ/15 3800 14-16d 2-10dx7K' 90s Hirdil7 3780 25-15d 2-10dx1K 3 THAT VPAT Joist DeDth BCI a Hanger apaaty Header i i Joist Joist JIh BCI • Hanger apaaty is t Railer 9/'" 4500s THAH.81/22 1161 6-10d 2-10dx1K" 9/'" 4500s LSSU125 995 7-10dx1K• 5000s THAl2.06/22 1181 6-10d 2-10dx1K" 5000s 6000s LSSU2. 06 LSSU135 995 995 R14-10d 7- 10dx1K" 7- 10dx1K' 6000sTHAI352213936-10d 2-10dx1K" 6500S THA1322 1393 6-10d 2-10dxl K' 65003 LSSUH310 1425 7-10dx1K" 11/. 45005 THA11.81/22 1443 6-lOd 2-10dx7'b" 11/' 45005 LSSUI25 995 7-tOdx1K" 5000s THAl2, 6122 1443 6-10d 2-10dxlK" 5000s LSSU2.06 995 7-10dx1K" 6000s 6500s THA13522 THA1322 1443 1443 6- 10d 6- 10d 2- 10dxl'A* 2- 10dx1K" 6000s 65005 LSSU135 LSSUH310 995 1475 9- 10d 14- 10d 7- 10dx1K" 7- 10dx1K. 60s THAI3522 1443 6-10d 2-10dx1K" 60s LSSU135 995 9-10d 7-10dx7K" 905 THAI422 1715 6-10d 2-10dx1'W 90s LSSU410 1625 14-10d 12-10dxl K" 14' 4500s THA/1.81/22 1600 6-10d 2-10dx1K" 14. 4500s LSSU125 995 9-10d 7-10dx1K" 5000s THAl2.06/22 1600 6-10d 2-10dx1K' 5000s LSSU2.06 995 9-10d 7-10dx1K" 60005 THAI352? I 1600 8-10d 2-10dx1K' 6000s LSSU135 995 9-10d 7-10dx1K" 6500s THAI322 1600 6-10d 2-10dx7K' 6500s LSSUH310 1600 14-10d 7-lOdx1W 60s THAI3522 11600 6-10d 2-10dx1K" 60s LSSU135 995 1 9-IO 7-10dx7K' 905 THA1422 1 1715 1 6-10d I 2-10dx1K" 90s LSSU410 1 1625 1 14-10d I 12-10dx7K" Boise Cascade LVWa • castam Specde, G,.i1F, • 08'04/201b Framing Connectors - USP Structural Connectors. Single . .. Flange THO TFL Single Joist. THE 45' Joist Hanger SKH D p Joistt60,T,IFL23118 Hanger Capacity Ib ] ai r Joist Joist D th BCI• Hanger Capacity r m Joist I Header i D th BCI• Hanger apauly r I i t 9%'TFL2395 H017950 993 6 10d 2 10dx1'h" 8/' 4500s THF17925 910 8 10d 2 10dx1'h" 910 8 10d 2 10dxl%" 1275 12 10d 210dxlW 9/'• 1275 12 10d 2 10dxlW 45005 SKHf720LIR 1153 14 10d 10 10dx1K' TFL2095 993 6 10d 2 tOdx1% 5000s THF20925 5000sSKH220LIR 1153 10 1Od 10 1Odx1K" 1225 6 10d 210dx1K" 6000s THF23925 60005 SKH23?OUR 1384 14 10d 1010dxlW TFL2595 1225 6 10d 2 10dx1%." 6500s THF26925 6500s SKH25?OUR 1384 14 1Od 10 1Odx1K" H017118 1068 6 10d 2 10dx1K" 11/' 4500s THF17112 910 8 10d 2 10dx1K" 910 8 10d 2 10dx1K" 1300 14 10d 2 10dx1%." ," 1300 14 10d 2 10dx1K' 11/' 1300 14 10d 2 10dxl'W 1512 16 10d 2 10dxl1W 4500s SKM172OUR 1434 18 10d 10 10dxlW FL20118 1068 6 10d 2 10dx1K" 5000s THF20112 5000s SKH2O20L/R 1434 18 10d 10 10dxlW FL23118 1237 6 10d 2 tOdx1K" 6000s THF23118 6000s SKH1320L/R 1434 18 10d 10 10dx1K" FL25118 1237 6 10d 2 10dx1K' 6500s THF26112 6500s SKH7520L/R 1434 18 10d 10 10dx1KFL231181237610d210dx1%; 60s THF23118 60s SKH2320UR 1434 16 10d 10 10dx1K" 90s TH035113 1589 10 10d 2 10dx1K" 90s THF35112 90s SKH41OLIR 1900 If6 16d Olt 14" 4500s TFL1714 1325 6 10d 2 10dx1K" 14 4500s THF17140 1075 12 10d 2 10dx1K" 10dx1K" 1350 18 tOd 10dx1K' 1081 12 10d[ Q) 1350 18 10d 10dx1K" 14 1350 18 10d 10dxl' 1650 20 10d 10dx1'/; 4500s SKH1724LIR 1562 18 10d 10 10dx1'rS' SOOOs TFL2014 1081 8 10d 2 10dx1K' SOOOs THF20140 50005 $KHI024L/R 1562 18 10d 10 10dx1K' 6000s TFL2314 1262 6 10d 2 tOdx1%; 6000s THF23140 8000s SKH2324UR 1562 16 10d 10 tOdx1K' 6500s TFL2514 1262 6 10d 2 10dx1K" 6500s THF26140 6500s SKH2514L/R 1562 16 10d 10 10dx1K" 60s TFL2314 1262 6 10d 2 10dx1K" 60s THF23140 60s SKH2324UR 1562 16 10d 10 10dx1K" 90s TH035140 1625 12 10d 210dx1'/; 90s THF35140 905 I SKH414UR 2050 22 16d 10 16d 4500s TFL1716 1081 6 10d 2 10dx1'/." SOOOs TFL2018 1087 6 10d 2 10dx1K" TFL2315 1268 8 10d 2 10dx1%.' 8500s TFL25161268 6 10d 2 10dx1K" TFL2316 1268 5 10d 2 10dx1'/; THQ35160 1660 12 10d 2 10dx1'/; Double Joist - Top Flange V=:: I: THO Double BPH 4500s THF17157 1475 24 10d 2 10dx1K" 50005 THF20157 1465 q0d W10dxl1W16000sTHF2318013620d 18 65005 THF26160 1362 0d 60s THF23180 1362 0d 905 THF35157 1887 22 10d Double Joist - Face Mount 11 1. . '. . . THE Double HD 450Os SKN1724LIR 5000s SKH2O11UR 8000s SKH?324L/R 76 6500s SKH2524L/R 60s SKH2324L/R 90s SKH4fIL/R Field Slope and 1690 18 10d 10 10dxl%" 1562 16 10d 10 10dx1K" 6000s 1590 18 10d 10 10dx1K" 18 169D 16 10d 10 10dx1K" 60s 1690 16 10d 10 10dx1K" 90s 2250 22 16d 10 18d Skew Joist Hanger LSSH Joist D t BCI• Hanger Capacty iti r it Joist BCI• Hanger Capacity ailin d Joist th BC Hanger CapaGly N Header rl n oist 9W 4500s TH035950 2050 10 10d 2 10dx1K" 8/' . 4500s THF35925 1370 12 10d 2 10dx1%." g%,• 10 7 10 ' OOs 1 0 0 0 " 5000s THF20925-1 1390 12 10d 6 10d5000sTH020950.2 2330 10 16d 8 tOd 600 0 0 0 0 6D00s TH023950.2 2825 10 16d 6 10d 6000s 6500s THF23925.2 THF25925.2 1625 14 iOd 6 10d 650 10 7 0 1390 12 10d B 10d6500sTH025950-2 2825 10 16d 6 10d 4500 7 0 0 0 0 4500s TH035118 2050 10 10d 2 10dirOV 11/' 4500s THF35112 1825 16 10d 2 1Odx14" 5 0 2 0 0 10 5000s TH020115.2 2330 10 16d 6 10d 5000s THF20112.2 1855 16 10d 6 10d 00 L 0 0 Odr ` 8000s TH023118.2 2925 10 16d 6 10d 6000s THF23119.2 1855 16 10d 8 10d 11%; 00 0 0 Od 0 6500s TH025118-2 2925 10 16d 6 10d 6500s THF25715-Z 1355 18 10d 6 10d 60 1O940660sTHF23118-2 1855 6 10d605TH023119-2 3212 10 16d 8 10d 00 0 0 ' 90s BPH71118 3455 10 16d 6 10d 90s HD7120 2255 6 10d 14' 0Do 14" 4500s TH035140 2315 12 10d 2 10dx1K" 14 4500s THF35140 2320 2 10dx1K" 40 SOOOs TH020140.2 2330 10 16d 8 10d SOOOs THF20140•2 2320 6 10d S00 1575 8000s TH023140-2 3350 12 16d 8 10d 6000s THF23740-2 2540 rj2d) 8 10d 0 0 ' " 6500s TH025140-2 3350 12 16d 6 10d 6500s THF25140.2 2500 6 10d 6 16'16000s 80s THF23140-2 2540 6 10d60sTH023140-2 3535 12 16d 6 10d 114090sSPH711434551016d610d90sH071402820810d6 16" 4500s TH035160 2359 12 10d 2 10dx1K" 1610d" 4500s THF17157-2 2425 2 tOdx1K• Q IQ 5000s TH020160-2 2330 10 16d 6 loci 5000s 600TH 6500s TH025160.2 31376000s1216d810dBSOOsH25160.2 3000 loci 6 10d60sUSPFormoreInformation, STRUCTURAL contact V 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'/: per foot. Leave 'l.s" clearance (/i 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 Or or southern Inesspecies). Douglas P ). Minimum support width for single- and double -joist top mount hangers is 3": (1K" for THO hangers). Minimum support width for face mount hangers with 10d and 16d nails is 1%.' and 2", respectively. TH023160-? 3535 12 16d 6 10d 60s THF?3160-2 3050 loci 6 10d BPH7116 3455 10 16d 8 10d 90s HD7160 3385 16d 8 loci Height HangerAdjustableJoist MSH TMP Joist D th BCI . Hanger Capacity N H ili i Joist D t BCI . Hanger Capacity bs To Plate ste er Rafter 9/'• 4500s 4500s TMP175 12 6 10d 4 10 xl'." SOOOs 60005 5000s TMP21 1125 5 10d 4 t0dxt' , 9/' 6000s TMP23 1375 6 10d 4 tOdxi' " 6500 6500 TMP 5 1375 6 10 11%; 4500 5 50 8 0 4 0 ' ' 5000 5000s TMP21 1290 5 100 4 tOdxt' " 6000s 2322 1431 6 loci 4 10 x1l.. 11%; 8000s TMP23 1425 6 10d 4 10dx1K" 6500s H322 1431 6 0 4 10dx1 6500 7MP25 1425 6 10d 4 10dx1` ' 60 2 3 6 10d Od 1' " 60 14 5 6 10 10 1' ' 90 S 4 1 6 6 d 8 0 Os P 800 8 0 1' ' 4500s 1550 6 10d 10 ' • 4500s P175 1150 6 0 4 10 x1' " 14 5000s SOOOs TMP21 1290 6 10d 4 10dx1' " 6000s M 2322 1550 6 10d 4 10dx1' " 6000s TMP23 1525 6 10d 4 10dx1'." 6500 1550 6 0 4 Od ' ' 14" 8500s P 5 1525 6 Od 4 0 11 , 60 I ? 1550 6 4 0 ' ' 60 TM 3 1525 8 0 4 10 90 90s TMP 1850 6 Od 4 10dx1' " 4500s MS 17?? 1668 6 loci 4 10dxt%; 4500s TMP175 1150 6 10d 4 10dx11 5000S 5 00sl 1 1290 6 10d 4 10 x1' " 16- 06Q560101,121 1668 6 Od 10 x1' " 80 0 TMP23PH 1550 6 10 4 10d 1' " S 21 553 6 10d ' ' 7fi" 6500 WO 1550 6 10 0 ' " 60 S 3 171 6 lOd 10 1' " 605 1 TMP23 1550 5 10d 4 10d 1' " 90 900 6 Boise Cascade EWP - Eastern SneciFe, G.,ide • 0810412015 ow 10, Boise Cascade has a proven track record of providing ',;'' ti 4, ; ,:• quality wood products and a nationwide building materials41 TX 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 j Lifetime Guaranteed Quality and Performance Boise Cascade warrants its BCI° Joist, VERSA -LAM®, and ALUoisr 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 G used according to our Installation Guide. 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 If in doubt, ask! s7 Center Green Approved, enabling homebuilders to also obtain green building points through the National Green For the closest Building Standard. Boise Cascade EWP distributor/support center, call 1 91-800-232-0788- BOISE CASCADE, TREE -IN -A -CIRCLE, BCI, BC CALL, 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 beginningP If no dealer is listed, call 1-800-232-0788 Copyright ® Boise Cascade Wood Products, L.L.C. 2014 ESG 0810412015 fiv2/2018 Florida Building Code Online Business 8t Professional Regulation SCIS Home I Log In I User Registration ( Hot Topics I Submit Surcharge ! Stats & Facts . Publications I FBC Staff I BCIS Site Map I Links I Sear• Fbita Dpr Product ApprovalA-111 USER: Public User a =t= Product AoDroval Menu > Product or Application Search > Application List > Application Detail FL # FL15036-R2 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@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 7; Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Lyndon F. Schmidt, P.E. Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Ryan 1. King, P.E. ro Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 2004 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Florida Licensed Professional Engineer or Architect FL15036 R2 Eauiv fb1 Eauivalencv of Standards.odf https:Nwww.Ooridabuilding.org/pr/pr app_dtl.aspx 1/3 1 /2/2018 Florida Building Code Online P•;; :i Product Approval Method i;%Fri::` i'• Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 10/16/2017 10/16/2017 10/19/2017 12/12/2017 FL it Model, Number or Name 15036.1 a. ClassicCraft Fiberglass Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant. No Design Pressure: N/A Other: See INST 15036.1 for Design Pressure Ratings, any additional use limitations, installation instructions and product particulars. 15036.2 1 b. ClassicCraft Fiberglass Door Limits of Use ' Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15036.2 for Design Pressure Ratings, any additional use limitations, installation instructions and product particulars. 15036.3 1 c. ClassicCraft Fiberglass Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15036.3 for Design Pressure Ratings, any additional use limitations, installation instructions and product particulars. 15036.4 1 d. ClassicCraft Fiberglass Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure. N/A Other: See INST 15036.4 for Design Pressure Ratings, any additional use limitations, installation Instructions and product particulars. 15036.5 1 e. ClassicCraft Fiberglass Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15036.5 for Design Pressure Ratings, any Limits of Use Approved for use in HVHZ: Yes SApproved for use outside HVHZ: Resistant: Noj` Impact Design Pressure: N/A r Other: See INST 15036.6 for Desi9 Description 6'8 "Non -Impact" Opaque Single Fiberglass Door - Outswing / Inswing (X) Configuration Installation Instructions FL15036 R2 II (a) Inst 15036.1.ndf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a) Eval15036.1.pdf Created by Independent Third Party: Yes 6'8 "Non -Impact" Opaque Single Fiberglass Door with "Non - Impact" Sidelite - Outswing / Inswing (OX or XO) Configuration: Installation Instructions f FL15036 R2 II (a) Inst 15036.2.odf Verified By:, Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a) Eval 15036.2.odf Created by Independent Third Party: Yes I i 6'8 "Non -Impact" Opaque Single Fiberglass Door with "Non - Impact" Sidelites - Outswing / Inswing (OXO) Configuration Installation Instructions FL15036 R2 II (a) Inst 15036.3.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a) Eval 15036.3.odf Created by Independent Third Party: Yes 6'8 "Non -Impact" Opaque Double Fiberglass Door - Outswing / Inswing (XX) Configuration i Installation Instructions FL15036 R2 II (a) Inst 15036.4.odf Verified By: Lyndon F. Schmidt, P.E. 43409 ' Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a) Eval 15036.4.odf Created by Independent Third Party: Yes 6'8 "Non -Impact" Opaque Double Fiberglass Door with "Non - Impact" Sidelites - Outswing / Inswing (OXXO) Configuration Installation Instructions FL15036 R2 II (a) Inst 15036.5.ndf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15036 R2 AE (a) Eval 15036.5.odf Non -Impact" Opaque Single Fiberglass Door - By: Lyndon F. Schmidt, P.E. by Independent Third Party a https://www. 1 /2/2018 15036.7 g. ClassicCraft Fiberglass Door 8'0 "Non -Impact" Opaque Single Fiberglass Door with "Non - Impact" Sidelite - Outswing / Inswing (OX or XO) Configuration: Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15036 R2 II (a) Inst 15036.7.ndf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15036.7 for Design Pressure Ratings, any FL15036 R2 AE (a) Eval 15036.7.odf additional use limitations, installation instructions and product Created by Independent Third Party: Yes particulars. 15036.8 h. ClassicCraft Fiberglass Door 8'0 "Non -Impact" Opaque Single Fiberglass Door with "Non - Impact" Sidelite - Outswing / Inswing (OXO) Configuration Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15036 R2 11 (a) Inst 15036.8.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15036.8 for Design Pressure Ratings, any FL15036 R2 AE (a) Eval 15036.8.odf additional use limitations, installation instructions and product Created by Independent Third Party: Yes particulars. 15036.9 1. ClassicCraft Fiberglass Door 8'0 "Non -Impact" Opaque Double Fiberglass Door - Outswing / Inswing (XX) Configuration Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15036 R2 II (a) Inst 15036.9.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15036.9 for Design Pressure Ratings, any FL15036 R2 AE (a) Eval 15036.9.odf additional use limitations, installation instructions and product Created by Independent Third Party: Yes particulars. 15036.10 J. ClassicCraft Fiberglass Door 8'0 "Non -impact" Opaque Double Fiberglass Door with "Non - Impact" Sidelites - Outswing / Inswing (OXXO) Configuration Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15036 R2 II (a) Inst 15036.10.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15036.10 for Design Pressure Ratings, any FL15036 R2 AE (a) Eval 15036.10.odf additional use limitations, installation instructions and product Created by Independent Third Party: Yes particulars. The State of Florida Is an AA/EEO employer. Coavriaht 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 sen electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487,1395. *Pursuant Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email adds if they have one. The emaiis provided may be used for official communication with the licensee. However email addresses are public record. if you do not wis 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 Ilcen! under Chapter 455, F.S., please click here . Product Approval Accepts: PMW30ERM Credit Card Safe https://www.floridabuilding.org/pr/pr app_Otl.aspx 3/3 R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valnco. Ft. 33595 Phone 813 659.9197 Florida Board or Professional Engineers Certificate or Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Therma Tru Corporation Classic -Craft" Exterior Swinging Exterior Door 118 Industrial Dr. Fiberglass Door Doors Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61 G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15036.6 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill items #31 and #33 under the active door do not meet the water infiltration requirements for the "HVHZ". Inswing units shall be installed (in the "HVHZ") only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15036.6 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460336-A,B,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC-01-741-10705.0 ETC-01-741-10593.0 TEL-06-1031-3 2. Drawing No. No. FL 15036.6 3. Calculations Anchoring Test Standard ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 Prepared by RW Building Consultants, Inc. (CA #9813) Prepared by RW Building Consultants, Inc. (CA #9813) 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management Institute, certifying that Therma Tru Corporation is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. Sheet 11 of 1 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Wendell W. Haney, P.E. Siqned & Sealed by Lyndon F. Schmidt, P.E. otte11ie7s 40o Signed & Sealed by 0 F SCHA41 Lyndon F. Schmidt, P.E. No 43409% 7 9 STATE OF • U i T•.4 O p`i 1QP,CjN IV Ai le Lyndon F. Schmidt, P.E. FL PE No. 43409 10/16/2017 W S' MAX sic -Craft. FIBERGLASS DOOR INSWING / OUTS WING NON -IMPACT"' nd is in compliance with the 6th Edition (2017) Florida Building Code ing the "High Velocity Hurricane Zone" (HVHZ). nd spaced as shown on details. Anchor embedment to base material cco. t is required to be protected with an impact resistant covering that ac. HVHT' requiring wind bome debris protection this product is required to mt covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. ichoring of these units shall be the some as that shown for 2x buck e details of this drawing require further engineering analysis by a hitect. Jal sill item #39 under active doors meet water infiltration requirements g configurations using sill items #31 & #33 under the active door do not ents for the "HVHZ". Inswing units shall be installed (in the "HVHZ") only in e locations protected by an overhang or canopy such that the angle verhang to sill is less than 45 degrees. TABLE OF CONTENTS Tn pressures & general notes OVERALL WIDTH 0z zZ n z 0 1 L W W = i W f J J W W 0 Q i o b a P DESIGN::PRI FRAME::>,'` SOREIPSF). EXTERIOR Z° INTERIOR 1 HORIZONTAL CROSS SECnON 2 EXTERIOR 4.11" 00 2 42 TOP RAIL LATCH STILE 1.49" lf J-- Clt SG >= 0.67) INTI L 0.1s, CSINK TYP.) INTERIOR EXTERIOR 3 4 5 4 4 4 3 INTERIOR EXTERIOR INTERIOR EXTERIOF 8 INTERIOR OSS SECTION i - inswing INTERIOR 19 0 Z a CO W EXTERIOR INTERIOR VERTICAL CROSS SECTION Inswing configuration see general notes, sheet 1 for "HVHT' Water infiltration requirements J U 7 8 EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 4 Shown w/1 X sub -buck EXTERIOR INTERIOR MASONRY OPENING FRAME 2X BUCK 3 14i C4 D MASONRY TYP. HEAD OPENING JAMBS ui C14 k Lj 2X BUCK cd; lai C14 STRIKE JAMB FRAME ANCHORING HINGE JAMB MasonrylX buck construction DP <= 48 PSF comers may be adjusted to maintain the min. as "MAX. ON CENTER" must be adjusted to D mortar joints, odditional concrete anchors V. ON CENTER" dimension ore not exceeded. WE: V JO T0.:A.DJACENT-,,:.. MENT .... ....:::::-ANCHOR.::::::. ... IT BUCK ANCHORING For DP > 48 PSF and DP <= 75 PSF 4" MASONRY j TYP. HEAD OPENING & JAMBS FRAME x C,: 1 Ui 0 2X BUCK FRAME ANCHORING Masonry 2X buck constft for DP > 48 PSF and DP <= 75PSF J TYP. HEAD JAMBS R" K o 0 ILZ FRAME ANCHORING Masonry 1 X buck construction For DP <= 48 PSF rs may be adjusted to maintain the min. V. ON CENTER" must be adjusted to tar Joints, additional concrete anchors J CENTER" dimension are not exceeded. MIN:.:CLEARANCE` :MIN:CIEA.RANCE. OR..... . ' ........... JACENT.:: SR NCV N rq 1 HINGE JAMB MASONRY OPENING FRAME 1 X BUCK FRAME ANCHORING Masonry 1 X buck construction For DP > 48 PSF and DP <= 75 PSF to 0 WOOD WOOD WOOD CRETE SCREW STEEL ONCRETE CONFORMING TO ACI WORMING TO ASTM C90 CONCRETE SCREW STEEL RETE SCREW STEEL ETE SCREW STEEL ZETE SCREW STEEL ZETE SCREW STEEL STEEL W (I. I S' MIN. EMBEDMENT STEEL N WEATHER-STRIP FOAM N WEATHER-STRIP FOAM STEEL W (HINGE TO FRAME) STEEL 3NATURE SERIES STEEL 0.42 WOOD WOOD PURE SERIES 780 STEEL STEEL STEEL N PROFILE ALUM. / WOOD PVC kDDLE THRESHOLD ALUM.COMP. LD ALUM. DOOR PANEL DETAIL SHEET FOR DETAILS FIBERGLASS BY THERMA-TRU N.) = 6,000 PSI FIBERGLASS COMP. WOOD WOOD COMP. lbs. DENSITY) POLYURETHANE 4.56' SS-.'\VHIDA& SIDE Jamb M Ui 114 L 4.63' 0 3 BUMP FACE THRESHOLD LOW PROFILE 5.75" En Ui to 33 SELF ADJUSTING SADDLE THREHOLD r L 4.56' N O v R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico. Fl. 33595 Phone 813.659.9197 Florida Board or Professional Engineers Certificate orAuthorization No. 9813 Product Category Sub Category Manufacturer Product Name Therma Tru Corporation Classic -Craft" Exterior Swinging Exterior Door 116 Industrial Dr. Fiberglass Door w/ Sidelite Doors Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61 G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ",this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15036.7 require further engineering analysis by a licensed engineer or registered architect 7. Outswing configurations using coastal sill item #39 under active doors and all sills used under sidelites meet water infiltration requirements for "HVHZ". B. Inswing configurations and outswing configurations using sill items #31 and #33 under the active door do not meet the water infiltration requirements for the "HVHZ". Inswing units shall be installed (in the "HVHZ") only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15036.7 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard TEL 01460336-A,B,C ASTM D1929-96, ASTM D635-03 ASTM D2843-99 TEL 01460339-A,B,C ASTM D1929-96, ASTM D635-03 ASTM D2843-99 STTS00001 ASTM G26-95 15427-107362 ASTM E84-00a AT167508.01-106-18 ASTM D1929-96 ETC-01-741-10705.0 TAS 202-94 ETC-01-741-10593.0 TAS 202-94 TEL-06-1031-3 TAS 202-94 TEL 06-10314 TAS 202-94 2. Drawing No. Prepared by No. FL 15036.7 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. 4. Quality Assurance Certificate of Participation issued by National Accreditation and Management Institute, certifying that Therma Tru Corporation is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. Sheet 1 of 1 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Lon Hicks, VP Operations Omega Point Laboratories William E. Fitch, P.E. Architectural Testing, Inc. Joseph A. Reed, P.E. ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab.,lnc. Wendell W. Haney, P.E. Testing Evaluation Lab.,lnc. Wendell W. Haney, P.E. NO1111EBJJ 111 Signed & Sealed by Lyndon F. Schmidt, P.E. E NSaF• A+• Signed & Sealed by e . Lyndon F. Schmidt, P.E. No 43409 • :• Xst; P y it • • b Lyndon F. Schmidt, P.E. 13 t STATE OF . 1JJ UJ a FL PE No. 43409 4 O 1 P.'` see 10/16/2017 IJ% JVICJ 3sic-Craft© RGLASS DOOR W/ SIDELITE INSWING / OUTSWING NON-IMPAcr, ind is in compliance with the 6th Edition (2017) Florida Building Code ling the "High Velocity Hurricane Zone" (HVHZ). and spaced as shown on details. Anchor embedment to base material Icco. ct is required to be protected with an impact resistant covering that BC. HVHZ" requiring wind bome debris protection this product is required to ant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. ichoring of these units shall be the same as that shown for 2x buck ie details of this drawing require further engineering analysis by a hitect. tal sill item #39 under active doors and all sills used under sidelites meet iVHT'. g configurations using sill items #31 & #33 under the active door do not rents for the "HVHZ". Inswing units shall be installed (in the "HVHT') only in e locations protected by an overhang or canopy such that the angle verhang to sill is less than 45 degrees. TABLE OF CONTENTS n pressures & general notes Glazing detail 1& 1 Y MAX. OVERALL WIDTH 6 3 H O ic QW WS = W W ad < JLL J JJ W LLS 0 O b H P A JSG >= 0.67) CA I IZMMJM INTERIOR HORIZONTAL CROSS SECTION FTOP RAIL 1. 49" 30" oplas.- N. d-ress- H11 EXTERIOR 4. 11" T- 7 T- N R^wr^a a ft ago SEE NOTE 1 5" GLASS BITE EXTERIOR INTERIOR G1 GLAZING DETAIL 5 insulated glass w/ smc lite frame G >= 0.42) e frame screws) is 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 1/8" TEMPERED GLASS S' GLASS BITE 26 EXTERIOR 25 INTERIOR C J 25 24 18 G GLAZING DETAIL 5 insulated glass w/ pvc lite frame 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 1/8" TEMPERED GLASS 9:116B EXTERIOR C'SINK TYP.) IIONTAL CROSS SECTION ying shown - inswing approved 6 A 6 A 6 NOTE: 115' 1. The sidelite is direct set into the SINK jamb with (12) item #M (#8 X 2 TYP.) PFH wood screw). There are (4 at each vertical jamb from the top down at 13.5", 31", 48.5" & 66'. 8 7 40 SEE NO' I lil lil 5 S 5 EXTERIOR INTERIOR EXTERIOR a o v o O. 63 19 z INTERIOR U 60 61 SS SECTION nswing INTERIOR i L EXTERIOR VERTICAL CROSS SECTION INTERIOR JInswing configuration see general notes, sheet 1 z for "HVHT' Water infiltration i requirements \ m w INTERIOR EXTERIOR r2-""N VERTICAL CROSS SECTION S Shown w/ 1 X sub -buck n 6,i 04 Mi e n J n Z a Z A 19 11 50 M 19 M rny SEE NOTE 1 U INTERIOR EXTERIOR SEE NOTE 1 EXTERIOR EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 50 6 Shown w/1 X sub -buck CAL CROSS SECTION SEE NOTE 1 M nng shown - inswing 39 pproved NOTE: 16 z 1. Anchors ass'y thn sill at 4" in from e, W INTERIOR EXTERIOR EXTERIOR D 50 5 VERTICAL CROSS SECTION 6 Outswing configuration L SEE NOTE 1 50 Z- 15 25Cou W E r4-.. A. D n s D AULLION OWN FOR FERENCE ONLY PORING MASONR OPENIN( 0 10 FRAA N O 2X BI riers may be adjusted to maintain the min. MAX. ON CENTER" must be adjusted to ortor joints, additional concrete anchors ON CENTER" dimension are not exceeded. SEE DETAIL 1 L to V TYP. HEAD — JAMBS TYP. _ IE 4 ICK yF TYP. — c N SILL SEE DETAIL 2 STRIKE JAMB FRAME ANCHORING Masonry 2X buck construction 28 27 M OUTSWIN L INSWING M OUTSWIN L INSWING LATCH & DEADBOLT DETAIL DETAIL I Attach surface bolt strike plate to frame as'shown (Outswing) Wi N EO N J HINGE JAMB DETAIL I Attach surface bolt strike plate to frame as shown (Inswing) 11 SEE DETAIL 1 TYP. HEAD & ._ MASONRY JAMBS OPENING M TYP. _ E BUCK F _ TYP. N SILL tv.SEE DETAIL 2 FRAM I o 1 FRAME ANCHORING maybe adjusted to maintain the min. Masonry 1 X buck construction ON CENTER" must be adjusted to sr joints, additional concrete anchors CENTER" dimension ore not exceeded. MIN" .;;CLEARANCE:: CLEARA'NCF: TO:MASOLAR.Y::":..`::TO'A'DJA'CENT.. ANCHOR Ui N N N HINGE JAMB INSWING M outswlNG D 27 L INSWING LATCH & DEADBOLT DETAIL HINGE DETAIL DETAIL 1 Attach surface bolt strike plate to frame as shown (Outswnng) Attar strike as sh WUUD 24 1 /4' IN I tRUP I SPAUR S I ttL WOOD 25 SILICONE CAULK SILICONE ETE SCREW STEEL 26 PLASTIC LIP LITE FRAME PVC PVC CRETE CONFORMING TO ACI ARMING TO ASTM C90 CONCRETE 27 LATCH STRIKE PLATE STEEL 28 DEADBOLT PLATE STEEL REW STEEL 29 8-10 X 1-1/7' PLASCREW STEEL SCREW STEEL 31 BUMP FACE THRESHOLD LOW PROFILE ALUM. / WOOD SCREW STEEL 32 DOOR BOTTOM SWEEP PVC SCREW STEEL 33 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM.COMP. STEEL 39 HIGH WATER DAM THRESHOLD ALUM. 1.15" MIN. EMBEDMENT STEEL 40 CLASSIC CRAFT DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS STEEL 41 DOOR SKIN; .125" MIN. THK, FIBERGLASS BY THERMA-TRU WITH YIELD STRENGTH Fy (MIN.) = 6,000 PSI FIBERGLASS E SCREW STEEL VEATHER-STRIP FOAM 42 TOP RAIL COMP. EATHER-STRIP FOAM 43 LATCH STILE WOOD STEEL 44 HINGE STILE WOOD HINGE TO FRAME) STEEL 45 BOTTOM RAIL COMP. GER JOINTED PINE WOOD 46 POLYURETHANE FOAM (1.9 Ibs. DENSITY) POLYURETHANE L STEEL 50 SIDELITE PANEL - SEE SIDELITE PANEL DETAILS SHEET FOR DETAILS PVC 51 SIDELITE TOP & BOTTOM RAIL COMP. PVC 52 SIDELITE STILE WOOD ATURE SERIES STEEL 60 1 /2" SURFACE BOLT SPACER STEEL STEEL 61 IVES SURFACE BOLT #454 8.91. X .25" THK. STEEL STEEL 2 WOOD 62 1 /4-20 SEX BOLT W/ 1 /4-20 FEMALE END X 1-3/4" L. STEEL WOOD 63 SURFACE BOLT STRIKE PLATE STEEL E SERIES 780 STEEL 64 10 X 2-1/7' PFH SCREW STEEL PE 65 3/16" X 2-1 /4" PFH ITW CONCRETE SCREW STEEL 66 3/16" X 2-3/4" PFH ITW CONCRETE SCREW STEEL 67 3/16" X 3-3/4" PFH ITW CONCRETE SCREW STEEL to N 0 2.17' 16 OUTSWING SIDELITE Spacer 2.14" 1.69" o Ci R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, Fl. 33595 Plionc 813.659.9197 Florida Board or Professional Engineers Cenificaie orAuihorizaiion No. 9813 Product Category Sub Category Manufacturer Product Name Therma Tru Corporation Classic -Craft" Exterior Swinging DoDoor 118 Industrial Dr. Fiberglass Door wl Sidelites Doors Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61 G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ' this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ' requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15036.8 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors and all sills used under sidelites meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill items #31 and #33 under the active door do not meet the water infiltration requirements for the "HVHZ'. Inswing units shall be installed (in the "HVHZ') only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15036.8 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460336-A,B,C TEL 01460339-A,B,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC-01-741-10705.0 ETC-01-741-10593.0 TEL-06-1031-3 TEL 06-10314 2. Drawing No. 3. 4. Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Wendell W. Haney, P.E. Wendell W. Haney, P.E. Signed & Sealed by No. FL 15036.8 RW Building Consultants, Inc. (CA #9813) 'CiFC6iJ"egF> Lyndon F. Schmidt, P.E. Test Standard ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 TAS 202-94 Prepared by Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Testing Evaluation Lab.,lnc. Calculations Prepared by o%% 01 % • ......... 0 e°° S'r c 1 Anchoring RW Building Consultants, Inc. (CA #9813) aoe '.•'G F_ S j,:•.° `O4yni ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. No 43409 ° = Quality Assurance i "r Certificate of Participation issued by National Accreditation and Managemegt fi % Institute, certifying that Therma Tru Corporation is manufacturing products -0 : within a quality assurance program that complies with ISO/IEC 17020 and 9 STATE OF ;-1 Guide 53. %°.{.` .;c4 Sheet 1 of 1 00 p •-: ...•• ON A E. Lyndon F. Schmidt, P.E. FL PE No. 43409 10/16/2017 sic -Craft° GLASS DOOR W/ SIDELITES NSWING / OUTSWING NON -IMPACT"' nd is in compliance with the 6th Edition (2017) Florida Building Code ling the "High Velocity Hurricane Zone" (HVHZ). ind spaced as shown on details. Anchor embedment to base material Icco. ct is required to be protected with an impact resistant covering that BC. HVHT' requiring wind bome debris protection this product is required to mt covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. ichoring of these units shall be the some as that shown for 2x buck e details of this drowing require further engineering analysis by a hitect. tal sill item #39 under active doors and all sills used under sidelites meet iVHZ". g configurations using sill items #31 & #33 under the active door do not cents for the "HVHT'. Inswing units shall be installed (in the "HVHZ") only in e locations protected by an overhang or canopy such that the angle erhang to sill is less than 45 degrees. TABLE OF CONTENTS an pressures & general notes I detail 68.5' MAX. OVERALL WIDTH Z z Z O 0 _ LU w LU _ W 11 ce J J J ad1JLLJ O O o i wG >= 0.67) tXItKIUK WA IN INTERIOR KT' HORIZONTAL CROSS SECTION lv FTOP RAIL 1.49" 39' eiALaSOLE T- EXTERIOR INTEI HINGE STILE r,1 BOTTOMRAIL c^ r_1 ecc EXTERIOR INTERIOR ISG >= 0.42) e frame screws) is G GLAZING DETAIL 5 insulated glass w/ smc lite frame MIN. ASS THK. 1/8" TEMPERED GLASS AIR SPACE 1 /9, TEMPERED GLASS 1.08" I to vwro vvr one a nru 3' GLASS BITE 26 25 EXTERIOR INTERIOR 25 J 25 v G1 GLAZING DETAIL 5 insulated glass w/ pvc lite frame 1/2" MIN. GLASS THK. 1 /s" TEMPERED GLASS EXTERIOR FAIR SPACF 1/8" TEMPERED GLASS INTI INTERIOR EXTERIOR 0.15, C'SINK TYP.) IZONTAL CROSS SECTION Wring shown - inswing approved Is, 0.1s' INK C'SINK P.) TYP.) 8 3 7 r INTERIOR 00 Anm SEE NOTE 1 M ) (50 1 EXTERIOR 61nl Y I 12 SEE NOTI INTERIOR q EXTERIOR J 6 HORIZONTAL CROSS SECTION 4 Shown w/1 X sub -buck NOTE: 1. The sidelite is direct set into the jamb with (12) item #M (#8 X 2" PFH wood screw). There are (4) at each vertical jamb from the top down at 13.5", 31", 48.5" & 66'. 0.1 s' 20 C'SINK ITYP.) I r 8 7 XTERIOR 40 JTERIOR (12) t; v L 63 19 tM zI N INTERIOR U W 60 61 SS SECTION inswing INTERIOR EXTERIOR VERTICAL CROSS SECTION Inswing configuration see general notes, sheet 1 for "HVHT' Water infiltration requirements EXTERIOR 2 VERTICAL CROSS SECTION 5 Shown w/ 1 X sub -buck 60 o 61) EXTERIOR i/ INTERIOR I (i v ' Z L ^ W 19 SEE NOTE 1 U EXTERIOR ICAL CROSS SECTION ring shown - inswing pproved EXTERIOR EXTERIOR SEE NOTE 1 CM z D 0 J INTERIOR 5 VERTICAL CROSS SECTION 6 Outswing configuration A Shown w/1X sub -buck v NOTE: 1. Anchors ass'y thn sill at 4" in from e. INTERIOR EXTERIOR I ANCHORING STRIKE JAMB ers may be adjusted to maintain the min. 4AX ON CENTER" must be adjusted to rtarjoints, additional concrete anchors N CENTER" dimension are not exceeded. CLEARANCE: CLEARANCEMlW;.L ARANCt AIMIC.L TO'-'MASONRY."...:.'...': -TO-ADJACENT.: 4!1 28 27 MASONRY j OPENING FRAME 2X BUCK SEE DETAIL I TYP. HEAD & JAMBS ITURIM F TYP. SILL SEE DETAIL 2 FRAME ANCHORING Masonry 2X buck construction OUTSWIN L INSWING OUTSWIN L INSWING IIII th C4 En U C; F Ui N DETAIL I Attach surface bolt strike plate to frame as shown (Outswing) HINGE JAMB kt4j I DETAIL I Attach surface bolt 12 strike plate to frame as shown (Inswing) 10 64 f uturzo: n SONF ENINi FRAM 1X1 FRAME ANCHORING Masonry 1 X buck construction rs may be adjusted to maintain the min. AX. ON CENTER" must be adjusted to tar joints, additional concrete anchors J CENTER" dimension are not exceeded. MIN ::CLEARANCE? :MIIJ CLEARANCE.: TO MA'SONRY.:'.:t:.: .....ADJACE...... EDGE;::..;:.; HINGE JAMB INSWING M{ OUTSWING 27 1 INSWING LATCH & DEADSOLT DETAIL DETAIL I Attach surface bolt strike plate to frame as shown (Outswing) HINGE DETAIL Attac strike,; as sh. IVVVN LN I I/Y 1141CnL.crI or^%-L;i% JICCL WOOD 25 SILICONE CAULK SILICONE ETE SCREW STEEL 26 PLASTIC LIP LITE FRAME PVC PVC ICRETE CONFORMING TO ACI ORMING TO ASTM C90 CONCRETE 27 LATCH STRIKE PLATE STEEL 28 DEADBOLT PLATE STEEL REW STEEL 29 8-10 X 1-1 /2' PLASCREW STEEL E SCREW STEEL 31 BUMP FACE THRESHOLD LOW PROFILE ALUM. / WOOD E SCREW STEEL 32 DOOR BOTTOM SWEEP PVC STEEL 33 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM.COMP. 1.15" MIN. EMBEDMENT STEEL 39 HIGH WATER DAM THRESHOLD ALUM. STEEL 40 CLASSIC CRAFT DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS E SCREW STEEL 41 DOOR SKIN; .125" MIN. THK, FIBERGLASS BY THERMA-TRU WITH YIELD STRENGTH Fy (MIN.) = 6,000 PSI FIBERGLASS HEATHER -STRIP FOAM VEATHER-STRIP FOAM 42 TOP RAIL COMP. STEEL 43 LATCH STILE WOOD STEEL 44 HINGE STILE WOOD IGER JOINTED PINE WOOD 45 BOTTOM RAIL COMP. J STEEL 46 POLYURETHANE FOAM (1.9 IbS. DENSITY) POLYURETHANE IL STEEL 50 SIDELITE PANEL - SEE SIDELITE PANEL DETAILS SHEET FOR DETAILS PVC SIDELITE TOP & BOTTOM RAIL COMP. PVC 52 SIDELITE STILE WOOD ATURE SERIES STEEL 60 1 /2" SURFACE BOLT SPACER STEEL STEEL 61 IVES SURFACE BOLT #454 8.0" L. X .25" THK. STEEL STEEL 2 WOOD 62 1 /4-20 SEX BOLT W/ 1 /4-20 FEMALE END X 1-3/4" L. STEEL WOOD 63 SURFACE BOLT STRIKE PLATE STEEL E SERIES (780) STEEL 64 10 X 2-1 /2' PFH SCREW STEEL PE 65 3/16" X 2-1 /4" PFH ITW CONCRETE SCREW STEEL 66 3/16" X 2-3/4" PFH ITW CONCRETE SCREW STEEL 1 67 3/16" X 3-3/4" PFH ITW CONCRETE SCREW STEEL N O I 16 OUTSINING SIDELITE Spacer 2.14" 1.69" --j 5.75' R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 913.659.9197 Florida Board or Proressional Engincm Ccnificate or Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Therma Tru Corporation Classic -Craft" Exterior Swinging Exterior Door 118 Industrial Dr. Fiberglass Double Door Doors Assemblies Edgerton, OH 43517 Inswing I Outswing Phone 419.298.1740 Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61G20-3, Method 1D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15036.9 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using sill item #39 under active doors meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill items #31 and #33 under the active door do not meet the water infiltration requirements for the "HVHZ". Inswing units shall be installed (in the "HVHZ") only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15036.9 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460336-A,B,C STTS00001 15427-107362 ATI 67508.01-106-18 ETC-01-741-10705.0 ETC-01-741-10593.0 TEL-06-1031-3 2. Drawing No. No. FL 15036.9 3. Calculations Test Standard ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Wendell W. Haney, P.E. Sianed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Anchoring RW Building Consultants. Inc. (CA #9813) `o%j2t9MP0110 Lyndon F. Schmidt, P.E. 4. Quality Assurance m`.F.. r i'r. t%• °° wowCertificateofParticipationissuedbyNationalAccreditationand `tea ; •,\G ( se Management Institute, certifying that Therma Tru Corporation is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53. OF : 1:1; Lyndon F. Schmidt, P.E. FL PE No. 43409 10/16/2017 Sheet 1 of 1 i,S . e690e1,11u` S016% D` v Prepared by RW Building Consultants, Inc. (CA #9813) Prepared by VVVKJ 74.S' MAX. OVERALL FRAME WIDTH ssic-Craft® ERGLASS DOUBLE DOOR INSWING / OUTSWING NON -IMPACT" and is in compliance with the 6th Edition (2017) Florida Building Code ling the "High Velocity Hurricane Zone" (HVHZ). ind spaced as shown on details. Anchor embedment to base material icco. ict is required to be protected with an impact resistant covering that BC. HVHZ" requiring wind bome debris protection this product is required to ant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. nchoring of these units shall be the some as that shown for 2x buck ie details of this drawing require further engineering analysis by a hitect. istal sill item #39 under active doors meet water infiltration requirements ig configurations using sill items #31 & #33 under the active door do not nents for the "HVHT'. Inswing units shall be installed (in the "HVHZ!') only in de locations protected by an overhang or canopy such that the angle iverhang to sill is less than 45 degrees. TABLE OF CONTENTS gn pressures & general notes Is I zZ sZ o x L LU x WxW 1 W ILL. ad J U- 1 JJ W WW O O b P a WITHOt1T;SlIRFA- FRAME:::..::; ::::;•::..:•...::::..:..:.....:.:...: •...:... i ,.:.-: n'!i'i'e i;tiii:;l;:._ :, _:: :.:•;::.:'•..::•:'"BOLTS':; :`:• :;;;;;:;:::.;..::':`•::;.:;:: :: .:: i,i i i cr ':::.ie i•,riCir_':.:: ::,.:•;ifi riTi•ie:':.`' .:•:i.i EXTERIOR 40 rll EXTERIOR 4.11" T- La Z 42 TOP RAIL 43 LATCH STILE 1.49" NY a OAK )SG >= 0.67) 3 0.15, INTERIOR EXTERIOR INTERIOR I M I raDaa C) A EXTERIOR 10 U l 9 10 61 4 HORIZONTAL CROSS SECTION Shown w/1 X sub -buck 4 A 4 A 4 INTERIOR EXTERIOR E a vUF'-'Zg INTERIOR U ROSS SECTION on - inswing i INTERIOR I EXTERIOR see general notes, sheet 1 for "HVHT' Water infiltration requirements E 1 C 63 INTERIOR INTFRInR EXTERIOR 2 VERTICAL CROSS SECTION 4 Shown w/1 X sub -buck n EXTERIOR INTERIOR M78 MASONRY OPENING 2X BUC comers may be adjusted to maintain the min. BUCK ANCHORING I os ' MAX. ON CENTER" must be adjusted to to mortar joints, additional concrete anchors IAX. ON CENTER" dimension ore not exceeded. MIN:: CLEARANCE;; MINC[EAWCIF: IIN::............ ... TO:MASONRY:_, ,." :..:-.;TO ADJACENT.:`. DM ENT: .:::.:.....:.... IIAn 211 4n i yU O O to T SEE DETAIL films BEAD MBS ASTRAGAL SHOWN FOR REFERENCE ONLY ci TAIL TYP. — 171 11 SILL FRAME ANCHORING sonny 2X buck construction or DP <= 48 PSF L T- ASTRAGAL STRIKE JAMB e comers may be adjusted to maintain the min. d as "MAX. ON CENTER" must be adjusted to to mortar joints, additional concrete anchors MAX. ON CENTER" dimension are not exceeded. tMIN. -CLEAUNCE"' '*14.%`CLEARANCE- TO.ADJACEN 11/4n 2 n 499 MASONRY TYP. HEAD OPENING JAMBS FRAME 2X BUCK D I SEE DETAIL - 1.20 DETAIL I Attach astragal/surface bolt strike plates to frame as shown (Outswing) Q 6SM66 i Zo SEE DETAIL Bill. ASTRAGAL SHOWN FOR REFERENCE ONLY 0 ci F TYP. SILL FRAME ANCHORING Masonry 2X buck construction for DP > 48 PSF and DP <= 6OPSF DETAIL I Attach astragal/surface bolt strike plates to frame as shown (Inswing) 64 HINGE JAMB I ~I V IIFTFI I SEE DETAIL 1 „I • IEAD MBS ASTRAGAL SHOWN FOR _ REFERENCE ONLY i r^ O F FAIL TYP. I SILL FRAME ANCHORING sonry t X buck construction for DP <= 48 PSF ASTRAGAL STRIKE JAMB ie comers may be adjusted to maintain the min. d as "MAX. ON CENTER" must be adjusted to to mortar joints, additional concrete anchors MAX. ON CENTER" dimension are not exceeded. MIN:..;CLEARANCE:;:MIN.EARANCE TO MASONRY:':.': TO. ADJACENT", ANCHOR.....:::. 1/4r. 1 27 1 4n 7 l MASONRY TYP. HEAD OPENING JAMBS FRAME I X BUCK SEE DETAIL - I 07. 2) A 67, 63 DETAIL I Attach astragal/surface bolt strike plates to frame as shown (Outswing) 63 65 66 0 I I SEE DETAIL Hll, _ ASTRAGAL SHOWN FOR REFERENCE —III a ONLY F TYP. SILL — FRAME ANCHORING Masonry I X buck construction for DP > 48 PSF and DP <= 6OPSF DETAIL I Attach ostragal/surface bolt strike plate to frame as shown (Inswing) 64 Eq (2 0 N Sal N N Ui C4 A HINGE JAMB 95.25' 8" 18.39' 20.63' 18.5' 14W 13) TYP. TYP. 3.25' SEE NOTE 1 1.91" ---1 II-- 0.06. N 0.1 F ASTRAGAL DETAIL TYP. 13 4.5' 3.25' 7' 0.75" THP(IW AT THE T(1P ANTI rrvkju WOOD ONCRETE SCREW STEEL CRETE CONFORMING TO ACI RMING TO ASTM C90 CONCRETE EW STEEL E SCREW STEEL SCREW STEEL SCREW STEEL SCREW STEEL STEEL 1.15' MIN. EMBEDMENT STEEL ALUM. STEEL STEEL t ALUM. IEATHER-STRIP FOAM EATHER-STRIP FOAM STEEL HINGE TO FRAME) STEEL STEEL 4TURE SERIES STEEL WOOD WOOD SERIES 780 STEEL STEEL STEEL ROFILE ALUM. / WOOD PVC LE THRESHOLD ALUM.COMP. ALUM. OR PANEL DETAIL SHEET FOR DETAILS RGLASS BY THERMA-TRU 6,000 PSI FIBERGLASS COMP. WOOD WOOD COMP. DENSITY POLYURETHANE STEEL X .25" THK. STEEL STEEL 4LE END X 1-3/4" L. STEEL STEEL 4.00 19 yp HEAD & SIDEJamb 2.20" I 4.63° 0 31 BUMP FACE THRESHOLD LOW PROFILE 5.76' Lq En 33 SELF ADJUSTING SADDLE THREHOLD r L 4.56' h N 0 R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Product Category Sub Category Manufacturer Product Name Therma Tru Corporation Classic -Craft" Exterior Swinging Exterior Door 118 Industrial Dr. Fiberglass Double Door w/ Sideliles Doors Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Non -Impact" Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc, and Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation based on Rule Chapter No. 61 G20-3, Method 1 D of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product is required to be protected with an impact resistant covering that complies with Section 1626 of the FBC. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product is required to be protected with an impact resistant covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-15036.10 require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #39 under active doors and all sills used under sidelites meet water infiltration requirements for "HVHZ". 8. Inswing configurations and outswing configurations using sill items #31 and #33 under the active door do not meet the water infiltration requirements for the "HVHZ". Inswing units shall be installed (in the "HVHZ") only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. 9. See drawing FL-15036.10 for size and design pressure limitations. Supporting Documents: 1. Test Report No. TEL 01460336-A,B,C TEL 01460339-A,B,C STTS00001 15427-107362 ATI 67508,01-106-18 ETC-01-741-10705.0 ETC-01-741-10593.0 TEL-06-1031-3 Test Standard ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM D1929-96, ASTM D635-03 ASTM D2843-99 ASTM G26-95 ASTM E84-00a ASTM D1929-96 TAS 202-94 TAS 202-94 TAS 202-94 Testing Laboratory Signed by Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Laboratories Architectural Testing, Inc. ETC Laboratories ETC Laboratories Testing Evaluation Lab.,lnc. Lon Hicks, VP Operations William E. Fitch, P.E. Joseph A. Reed, P.E. Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Wendell W. Haney, P.E. 2. Drawinq No. Prepared by Signed & Sealed by No. FL 15036.10 RW Building Consultants, Inc. (CA#9813) j%bbii:Gitgle Lyndon F. Schmidt, P.E. iF -" Per 3. Calculations Prepared by vo ....../C , o0 Signed &Sealed by Anchoring RW Building Consultants, Inc. (CA #9813) e 04 ':•'(. c ft; •. Oi yndon F. Schmidt, P.E. ASTM E1300 Glass Load Lyndon F. Schmidt, P.E. No 43409 4. Quality Assurance t Certificate of Participation issued by National Accreditation and Managemerit d Institute, certifying that Therma Tru Corporation is manufacturing products -0 4 p S 1. O F o Lyndon F. Schmidt, P.E. within a quality assurance program that complies with ISO/IEC 17020 and • ! a FL PE No. 43409 Guide 53. :pc`- E;.':e % 10116/2017 Sheet 1 of 1 i ` S' , ' R ie % sic -Craft SS DOUBLE DOOR W/ SIDELITES NSWING / OUTSWING NON -IMPACT id is in compliance with the 6th Edition (2017) Florida Building Code ing the "High Velocity Hurricane Zone" (HVHZ). id spaced as shown on details. Anchor embedment to base material co. t is required to be protected with an impact resistant covering that 1C. HVHT' requiring wind bome debris protection this product is required to int covering that complies with FBC Sections 1609.1.2 & R301.2.1.2. choring of these units shall be the same as that shown for 2x buck details of this drawing require further engineering analysis by a iitect. tol sill item #39 under active doors and all sills used under sidelites meet VHZ". 3 configurations using sill items #31 & #33 under the active door do not ents for the "HVHZ". Inswing units shall be installed (in the "HVHT') only in locations protected by an overhang or canopy such that the angle erhang to sill is less than 45 degrees. TABLE OF CONTENTS an pressures & general notes Glazing detail 105.5" MAX. OVERALL FRAME WIDTH ZZ 3 z o x x W Uj x W J JJ W OCW O 0 Q X i1 b a a I.I III LI I I lil §91 L L I i tAltKIUK ww EXTERIOR INTEF 4.11" rLL- T9242 TOP RAIL 49 LATCH STILE 1.49f"l- - IT T to 0.67) miurumip /"-'\ AnTMIL4 IPAII 5' GLASS BITE 23 EXTERIOR 25n-1. INTERIOR 25 iG >= 0.42) frame screws) is SEE NOTE 1 r25 v 29 G GLAZING DETAIL 5 insulated glass w/ smc lite frame 1/2" MIN. GLASS THK. TEMPERED GLASS AIR SPACE 1/8" TEMPERED GLASS EXTERIOR INTERIOR 5' GLASS BITE 8GLAZING DETAIL 5 insulated glass w/ pvc lite frame 1/2" MIN. GLASS THK. 1/8" TEMPERED GLASS AIR SPACE 1/8" TEMPERED GLASS EXTERIOR 18 29 SEE NOTE 1 INTERIOR EW m EXTERIOR 0.15, CSINK TYP.) RIZONTAL CROSS SECTION swing shown - inswing approved 5 4 3 6 6 6 nb ad iical 31 ", INTERIOR EXTERIOR J W-1 FBI V IFit 0.1s, CSINK --{ TYP.) I 8 7 3 4 5 5 5 5 20 14 11 M ) SEE NOTE 1 Q2 10 J GO INTERIOR n EXTERIOR 5 HORIZONTAL CROSS SECTION 4 Shown w/1 X sub -buck 0.1 s' CSINK TYP.) 8 7 EXTERIOR 40 20 INTERIOR 10 ,i 12 Cld o e v . a r4-"'\ VERTICAL CROSS SECTION 5) Inswing configurationseegeneralnotes, sheet t for "HVHP' Water infiltration requirements 6 M oU SEE NOTE 1 EXTERIOR ERTICAL CROSS SECTION utswing shown - inswing 3Iso approved EXTERIOR EXTERIOR SEE NOTE 1 l M D s U za L w E s n o d s s J INTERIOR 5 VERTICAL CROSS SECTION 6 Outswing configuration A 50 M 19 SEE NOTE 1 INTERIOR EXTERIOR 2-" VERTICAL CROSS SECTION Shown w/1 X sub -buck NOTE: 1. Anchors oss'y thru Sill at 4" in from eac INTERIOR EXTERIOR ASTRAGAL AND MULLIONS SHOWN FOR REFERENCE ONLY BUCK ANCHORING MASONR OPENIN( L FRAA T N O I 2X BI comers may be adjusted to maintain the min. i as "MAX. ON CENTER" must be adjusted to to mortar joints, additional concrete anchors SAX. ON CENTER" dimension are not exceeded. 1/4n 2n In 1 M! ' T V ASTRAGAL STRIKE JAMB I I II I II I II II I l SEE DETAIL zo Y TYP. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE IE\,M)Typ. ONLY i CK N F TYP. SILL SEE DETAIL DETAIL I Attach astragal/surface bolt strike plates to frame as shown (Outswing) 63) (65x66 FRAME ANCHORING Masonry 2X buck construction U 64 DETAIL I Attach astragal/surface bolt strike plates to frame as shown (Inswing) LATCH & DEADBOLT DETAIL N rn C A HINGE JAMB 12 10 HINGE A SEE DETAIL tolls TYP. HEAD JAMBS ASTRAGAL SHOWN FOR M Typ. REFERENCE ONLY N F Typ. SILL SEE DETAIL BY FRAME ANCHORING Masonry I X buck construction s may be adjusted to maintain the min. X ON CENTER" must be adjusted to or joints, additional concrete anchors I CENTER" dimension are not exceeded. To, -TO'ADJACENT.,.. MASONRY... o GaL11L IF T! F_ I I HINGE JAMB LATCH & DEADBOLT i HINGE DETAIL 63 67 95.25' 1.89, 18.39' 20.63" 18.5' 14M 1S) TY P. TYP. 3.25' SEE NOTE 1 1.91" - 0.06" . 11 N 0.13' ASTRAGAL DETAIL Qj- TYP. 13 4.S' 3.25' 7' 0.75' THROW AT THE TOP AND WOOD 22 1 /8 THK. CELLULAR GLAZING TAPE WOOD 23 PLASTIC LIP LITE FRAME (SMC) PVC ICRETE SCREW STEEL 24 1 X INTERCEPT SPACER STEEL ONCRETE CONFORMING TO ACI WORMING TO ASTM C90 CONCRETE 25 SILICONE CAULK SILICONE 26 PLASTIC LIP LITE FRAME PVC PVC SCREW STEEL 27 LATCH STRIKE PLATE STEEL RETE SCREW STEEL 28 DEADBOLT PLATE STEEL RETE SCREW STEEL 29 K40 X 1.79" PT THREAD MAJOR DIA. 4.OMM SCREW STEEL RETE SCREW STEEL 31 BUMP FACE THRESHOLD LOW PROFILE ALUM. / WOOD EW 1.15" MIN. EMBEDMENT STEEL 32 DOOR BOTTOM SWEEP PVC STEEL 33 SELF ADJUSTING INSWING SADDLE THRESHOLD ALUM.COMP. RETE SCREW STEEL 39 HIGH WATER DAM THRESHOLD ALUM. ALUM. 40 CLASSIC CRAFT DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS STEEL 41 DOOR SKIN; .125' MIN. THK, FIBERGLASS BY THERMA-TRU WITH YIELD STRENGTH Fy (MIN.) = 6,000 PSI FIBERGLASS STEEL DINER ALUM. 42 TOP RAIL COMP. N WEATHER-STRIP FOAM 43 LATCH STILE WOOD N WEATHER-STRIP FOAM 44 HINGE STILE WOOD STEEL 45 BOTTOM RAIL COMP. W STEEL 46 POLYURETHANE FOAM (1.9 Ibs. DENSITY) POLYURETHANE FINGER JOINTED PINE WOOD 50 SIDELITE PANEL - SEE SIDELITE PANEL DETAILS SHEET FOR DETAILS REW STEEL 51 SIDELITE TOP & BOTTOM RAIL COMP. STEEL 52 SIDELITE STILE WOOD NAIL STEEL 60 1 /7' SURFACE BOLT SPACER STEEL PVC 61 IVES SURFACE BOLT #454 8.0' L. X .25' THK. STEEL STEEL PVC 62 1 /4-20 SEX BOLT W/ 1 /4-20 FEMALE END X 1-3/4" L. STEEL IGNATURE SERIES STEEL 63 SURFACE BOLT STRIKE PLATE STEEL STEEL 64 10 X 2-1/7' PFH SCREW STEEL 0.42 WOOD 65 3/16' X 2-1/4" PFH ITW CONCRETE SCREW STEEL 2 WOOD 66 3/16' X 2-3/4" PFH ITW CONCRETE SCREW STEEL 67 3/16" X 3-3/4" PFH ITW CONCRETE SCREW STEEL I $ 2.20" - 2.17' N L I-T 4.63' E 16 OUTSWING SIDELITE 3 BUMP FACE THRESHOLD LOW P 2.59" f---1.68" acer 2.14" - -1,68^ Fl- 69' y C4 1/2/2018 Florida Building Code Online I.: Bu,sine-ss 8 Professional Regulation BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge Stats r9 Facts ; Publications I FBC Staff I BUS Site Map I Unks I Sear r r Product Approval 11t 11 USER: Public User Product Aooroval Menu > Product or Application Search > Application List > Application Detail FL # FL15332-R4 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Luis Roberto Lomas Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE e; Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Date Submitted 08/11/2017 Date Validated 08/13/2017 Date Pending FBC Approval 08/15/2017 https:/twww.floridabuilding.org/pr/pr app_dtl.aspx?param--vGEVXOwtDgtH8572gvdWldku3BmvbCOTFy%2fAGnRwpRXRfEB7u42Zdg%3d%3d Year 2008 1 /3 1/2/2018 Florida Building Code Online Date Approved 10/10/2017 FL * Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00500E.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 PRESSURE FL15332 R4 AE 510807D.odf at b e n it a SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED j Use Installation Instructions 0 for use in HVHZ: No FL15332 R4 II 08-00498E.odfApproved d for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 0 esistant: No N/A Created by Independent Third Party: Yesressure: Evaluation Reports r. FER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE FL15332 R4 AE 510805D.odf Created by Independent Third Party: Yes REINFORCED i Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02248C.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 PRESSURE FL15332 R4 AE 512968C.odf 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 96"x96"'. REINFORCED i Limits of Use Installation Instructions t' Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL15332 R4 II 08-02249Cjg f 0 Verified By: Luis Roberto Lomas 62514 y'- Impact Resistant: No Design Pressure: N/A Created by Independent Third Party: Yes 0 Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE FL15332 R4 AE 512969C.odf RATINGS Created by Independent Third Party: Yes REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-02250C.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 PRESSURE FL15332 R4 AE 512970C.odf RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"x96" SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00499E.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 PRESSURE FL15332 R4 AE 510806D.odf RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED ALUMINUM SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 II 08-00501E.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 PRESSURE FL15332 R4 AE 510808D.odf 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143x80" NOW p REINFORCED v+ Limits of Use Installation Instructions O https•/twww.fl 1 /5/2b18 14 Yes TQR DESIGN PRESSURE 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX 143"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R4 1I 08-00503E.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE FL15332 R4 AE 510810D.Ddf RATINGS Created by Independent Third Party: Yes The State of Florida Is an AA/EEO employer. 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Product Approval Accepts: WPM® Credit Card Safe https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXOwtDgtH8572gvdWldku3BmvbCOTFy%2fAGnRwpRXRfEB7u42Zdg%3d%3d 3/3 c 1Kv o(SCI®Ign OVA: MNtOvo A ADDED CNARIS 03/05/12 R.L. 8 REVISED PER NEW TESTINC 10/29/13 R.L. NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH C ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. REQUIREMENTS OF THE FLORIDA BUILDING CODE. 0 REVISED INSTALLATION DETAILS 07/30/15 R.L. 2. WOOD FRAMING AND MASONRY OPENING TO BE OESIGNEO AND ANCHORED TO PROPERLY E REVISED INSTALLATION'OETAILS 06/20/17 R.L. TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE 1 RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL.: EXTRUDED ALUMINUM.6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09, WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS RFOUIRFD FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS. MAXIMUM AVOWABLE SHIM STACK TO BE 1/4•. S. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16• 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 110 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE I (OR GREATER). SIGNED: 06/20/2017 0. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 .048' THICK MINIMUM MI WINDOWS AND DOORS LLC15. APPROVED CONFIGURATIONS: OX. XO. XX, XP. PX, XIP, PIX, 011111111/A// 650 WEST STREET GRATZ. PAK17030 SERIES 420 SGD 5 *u = 96" X 80" NON -REINFORCED TATOt Q M NOTES TABLE OF CONTENTS MAwrr: o.c «o. an F • l O R1CP • ssA01i1A111? G``\ SHEETN0. DESCRIPTION 08-00*498 E NOTES Solt NTS °" 02/23/09 Of 10 2 - 3 ELEVATIONS LAIM14W%,O010WRVLEWVVRLEA1p2; Luis R. Lomas P.E. 4 - 10 INSTALLATION DETAILS 4304004M dbMA$G*Aw wpamn FL No.: 62514 6- MAX 95- MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART p3 FOR NUMBER OF LOCATIONS REOUIREO 17" r I MAX 1 6" MAX 17" MAX O.C. O X l0" I tAX IGHICT 6- MAX SERIES 420 SGO EXTERIOR NEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE SEECHARTS of AND 02 FOR OTHER UNITS RATINGS NOTES: I. MAXIMUM PANEL SIZE: 491Q-s 79- 2. MAXIMUM D.LO.: k S19'+74 S19' 6" MAX HARDWARE SCHEDULE I s9944.145) LOCATED 36 314' ON CENTER FROM PANEL BOTTOM f e99.17-195)AT EACH ENO OF PANEL BOTTOM RAILS oceFno11 ADDED CHARTS REVISED PER NEW TESTING ADDED FIANCE AND FIN INSTALLATIONS REVISED INSTALLATION DETAILS REVISED INSTALLATION DETAILS CHART t1 WHERE WATER WFIL I RATX)N RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (pso From Wi Panel and Total RO, WWth (n) DN J0.0 36.0 120 48.0 fin) 60.00 7240 54.00 9R00 Pos Nag Pas Nog Pot Nog Pos Nag 60.0 40.0 1 55A 40.0 1 48.2 1 40.0 1 43.4 40.9 7a0O CHART. 2 WHERE WATER INFRIRA TTON RESISTANCE IS NOT REOUIREO, SEE NOTE 9 SHEET f Design pressure chart (pso Frwe U" Panel and Tool Frans Width (n) meivit 30. 0 3G0 420 48.0 n) Go" 7200 4.00 1 9&00 Pos 1 Nep 1 Pos 1 Neg I Pas I Nog I Pas I Nog 80.0 S5.1 I 5S.1 4B2 48.2 1 43.4 1 43.4 40.0 a0.0 CHART 03 NumbW Of anchor /BCaUons required Fian Sbgb Parbl and Total Frarne Width (n) HWQN 30. 0 36 0 1 420 4&0 in]40. 0 720 0 96.0 HdS Jamb H65 Jamb M&S Jamb H6S Jamb SOLO 4 5 5 1 5 1 6 1 5 1 6 1 5 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGO 96" X 80" NON -REINFORCED ELEVATION IF. A. 1 08-00490 1 E NTS 1 arc 02/23/09 1 a"W 2 OF 10 -1 14t "0ODFORDROLEW1SVRLE, INC2=7 43&604 vt fflwraq"xAuw,= are AIMIOOVeb 03/05/ 12 R.L. 10/29/ 13 R.L. 12/06/ 13 R.L. 07/30/ 15 R.L. 06/20/ 17 1 R.L. SIGNEO: 0612012017 ye6! ATAT SE OF 4o F8 OR1a G? i JrS OHA11```` Luis R. Lomas P.E. FL No.: 62514 96' MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART /4 FOR NUMBER OF LOCATIONS REOUIREO 17' 6 MAX j— 6, MAX 17' MAX O.C. 80 MAX FRAME HEIGHT 6' MAX SERIES 420 SGO EXTERIOR VIEW 2) ANCHORS PER LOCATION AT SILL OESIGNPRESSURE RAT/NG IMPACTRATING SEE CHART g4 FOR NUMBER OF 140. 0PSF NONE LOCATIONS REOUIREO 6' MAX SEE CHARTS A7 AND 17 SHEET 2 FOR OTHER UNITS RATINGS NOTES: 1. MAXD4UM PANEL SQE: 4o ra, a 79' 2. A4IXN4UMO.L.O..44SWa74&r f 1) FLAT MOUNTED HANDLE SET (PART 999-04.145) LOCATED 36 314.ON CENTER FROM PANEL BOTTOM 8 ( 1) METALLIC TANDEM ROLLERS (PART 6V9.17.195) AT EACH ENO OF PANEL BOTTOM RAILS iccscR T" a1E APVAOvED ADDEO CHARTS 03/05/12 R.L REVISED PER NEW TESTING 10/29/13 R.L. ADDED FLANGE AND Fix 1NSTALLA7I0N5 12/06/13 R.L. REVISED INSTAUATION DETAILS 07/30/15 R.L. REVISED INSTALLATION DETAILS 06/20/17 R.L CHART a4 HYmbw aatlror loutlenarpulra0 Faun shoo Pa%d am Taw UY VAmII (In) WO Sao uo I 4so 4ao ti) a" 1 710 1 S4.0 1"o Has I Jams I Nos I Jame I MAS I Jams I HaS I J.-O d( LO 4 5 5 5 6 5 6 5 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGO 96' X 80` NON—REINFORCEO FIN ELEVATION ORAWC oae aa. F. A. 08-00498 rur NTS I o'R 02/23/09 JPW3 OF 10 L R09FRTOLOMA.S P.E. 14V WIOODFORD RO LEWISVALE. AC 27a72 SIGNED: 0&/20/1017 S REIC0-4r.9 GNSF ,aP 9 a 61 •a1= E OF aRI .. Lu13 R. Lomas P.t . FL No.: 62514 1/2- MIN. EDGE DISTANCE W000 FRAMING 1 3/8" MIN. OR 2X BUCK EMBEQMENT IBYOTHERS 1/4" MAX. SHIM 010 WOOD SPACE 1 3/8- MIN. SCREW EMBEDMENT T_ 1/2" MIN. EDGE DISTANCE EXTERIOR INTERIOR 1 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. 8Y OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AIVD JOINT SEALANT BY OTHERS Tow DESIGNED W ACCORDANCE WITH ASTM E2112 E SET IN APPROVED SEALANT MIN. WENT MIN. cwc UISTANCE 11110 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/4" MAX. SHIM SPACE REVISIONS OCscRrnw WTE A PROV10 ADDED CwWTS 03/05/12 R.L. REVISED PER NEW TESTING 10/29/13 R.L. ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 07/30/15 RL REVISED INSTALLATION DETAILS 06/20/17 R.L INTERIOR v__ EXTERIOR JAMS INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGO 96" X 60" NON —REINFORCED FRAME INSTALLATION DETAILS 040". orc No. F.A. 08-00498 seuc NTS 0/TC 02/23/09T4 OF 10 L. ROBERTO LQMA.S P.E. 14-V w000FCR0 RO LEWIS WUL Nc:7= 4244 .Nn All-pokun 1porcom SIGNED: 06120aO17 R!IL10 7 i QGyElv`SF9`r QTATE OF ,• i F1i` OR1 1: • ? IsINA 1t0? G` Luis R. Lomas P.E. FL No.: 62514 METAL STRUCTURE BY OTHERS 010 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2' MIN. EDGE DISTANCE EXTERIOR 1 /4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR XLL TO BE SET IN I BED OF APPROVED SEALANT 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, 8Y OTHERS, NOT SHOWN FOR CLAR!!1: 2 PERIMETER AND JOINT SEALANT SY OTHERS TO BE DESIGNED IN ACCORDANCE WI7HASTM E2112 T 1/2' Mil EDGE DISTA I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS OcscRpnOn WTI: APPROVED ADDED CHARTS 03/05/12 R.L REVISED PER NEW TESTING 10/29/13 R.L. ADDED FIANCE AND nN INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION OETAILS 07/30/15 R.L. REVISED INSTALLATION OVALS 06/20/17 R.L. JAMB INSTALLATION DETAIL METAL muciuREIWsTALWTION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGO 96" X 80" NON —REINFORCED FRAME INSTALLATION DETAILS ORLMM Owc Iro. F.A. 08-00498 Sc" NTS 02/23/09 —5 OF 10 L ROWATO LOWS P.E. AM w000FOR0 RO LEWISVILLE. AC Z"= 064" 60 fmrn=Vbft=&R =m SIGNED. 08/2012017 li;!1 10, GENSti`•'`P 0„6 25t •• STTAcTE OF ; ea1 e:ORIaT: iap DNA" i`` Luis R. Lomas P.E. FL No.: 6251 A ADA4ifs5 1 1/2' MIN 1" MIN. APPRcvm SEPARATION EDGE DISTANCE 1 A ADDED CHARTS 03/05/12 R.L. I 8 REVISED PER NEW TESTING 10/29/13 R.L. C ADDED FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. 4 . • • 1 1/4' MIN. 0 REVISED INSTALLATION DETAILS OV30/15 'R.LEMBEDMENT CONCRETE ! °• ' a; ' • 1 1/4' MIN. EMBEDMENT E REVISED INSTALLATION TN06/20/17 R.L. MASONRY • BYOTHERS _r SHIM14 •SPACMAX.E OixPTIBNAL UCK _ r ' ' TO BE SHIM SPACE PROPERLY MIN. .' v INTERIORSECUREDEDGE SEE NOTE 3 DISTANCE SHEET 1 a3/16" TAPCON I I; MIN •': EXTERIOR INTERIOR SEPARATION SILL TO BE SET IN 74., A BED OF APPROVED SEALANT 3/16' TAPCON 3/16' TAPCON EXTERIOR CONCRETE/MASONRY sY oTHERsMASONRY/ OPTIONAL JAMB INSTALLATION DETAIL BY OTHERS CONCRETE TO BE PROPERLY CONCRETEIMASONRYINSTALLATION SECURED SEE NOTE 3 SHEET 1 NOTES: A. 1 1/4' MIN. e 1. INTEAIOR AND EXTERIOR FINISHES. BY OTHERS. EMBEDMENT NOT SHOWN FOR CLARNTY. a . • a' : , 2. PEAIMETER AND JOINT SEALANT BY OTHERS TO BE a OESNGNED W ACCORDANCE WITHASTM E2N 12 SIGNED: 0612012017 S MIN 1• MIN. MI WINDOWS AND DOORS LLCSEPARATIONEDGEDISTANCE 650 WEST MARKETSTREET 5 REAI VERTICALCROSSSECTION . v\G CONCRET& MASONRYINSTALLATION SERIES 420 SGO =*•,l40 5 x 96' X 80` NON -REINFORCED •o;(( , t, FRAME INSTALLATION DETAILS y $$TAT€ OF F.• owa+ N: oNc w. aLV iio cL`s=clORICT: G? wA. cart 08- 98 E S 1S OkA1PNTS02/23/09 6 OF 10 L ROBERTO LONAS P.E. Luis R. LAmcs P.E. 143ZWOODA&Rp RD LEINSVALE NG 27M FL No.: 62514 WOOD FRAMING 1/2 MIN. OR 2X BUCK EDGE DISTANCE BY OTHERS 1 3/8' MIN. EMBEDMENT 1 3/8' MIN., EMBEDMENT 1 /4' MAX. SHIM SPACE T- 1 /2' MIN. EDGE DISTANCE d10 WOOD SCREW EXTERIOR II II II II INTERIOR Y1 SWOODCREWS IE SET IN APPROVED SEALANT 110 WOOD SCREW 00 FRAMING OR 2X BUCK BY OTHERS MIN. RENT MIN. tout DISTANCE VERTICAL CROSS SECTION WOOD FRAANA G OR 2X BUCK INSTALLITIDAI NOTES. I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. I PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4' MAX. SHIM SPACE RcvtsoG ocurinlom MTE APPOM ADOEO CHARTS 03/05/12 R.L. REVSED PER NEW TESnNC 10/29/13 R.L. AOOED FLANGE ANO FIN INSTALLATIONS 12/06/13 RL REVISED INSTALLATION DETAILS 07/30/15 R.L. REVISED INSTALLATION DETAILS 06/20/17 ILL INTERIOR EXTERIOR JAMS INSTALLATION DETAIL W000 FRAMING OR 2X 8UCK INSTALL1TICIV MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGD 96" X 80` NON —REINFORCED FLANGE INSTALLATION DETAILS F.A.. 08-00498 VAX NTS I a"'x 02/23/09 5"W7 OF 1 L. AMATO LOMAS P.E. 14.V WOOOFORD RV LFN?SYLLLE NG 27= 43&688-M 9 rRa az6bi rr awaccm SIGNED: 06/20/2017 v .-GENy'9s i 0 5 .or: E OF ; i4c) i Fs, OR1a; G?• Luis R. Lomas P.E. FL No.: 62514 1/2• MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4- MAX. SHIM SPACE 110 SMS OR SELF DRILLING SCREW INTERIOR TILL TO BE SET IN k BED OF IPPROVEO SEALANT 1/2• MIN. VERTICAL CROSS SECTION EDGE DISTANCE METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOr SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT By OTHERS TO gE DESIGNED IN ACCORDANCE WYMASTM E2112 1/2' MIN. EDGE DISTANC 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RN o 006TE APPRO+ta A ADDEO CHARTS 03/05/12 R.L B REWSEO PER NEW TESTING 10/29/13 R.L C ADDEO FLANGE AND FIN INSULIATIDNS 12/06/13 RL 0 REVISED INSTALLATION DETAILS 07/30/15 R.L E RENSEO INSTALLATION DETAILS 06/20/17 R,L JAMS INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST. MARKET STREET GRATZ. PA 17030 SERIES 420 SGO 96" X 60" NON —REINFORCED FLANGE INSTALLATION DETAILS F.A. 1 08-00498 saut NTS 1- 02/23/09 FT8 OF 10 L ROOERTO LOMS P.E. 14W gpOF0R0 RD LEWl5WLLE, NC 2A= 4144804Mp9 ,AwnAvv&bnMjw"M SIGNED: 06/2WO 17 41 040 61 ••*= E OF ; FSS/0 A11 NG` % Lu13 R. Lomas P.E. FL No.: 62514 CONCRETE/ MASONRY BY OTHERS OPTIONAL, 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS 1 1/2' MIN 1' MIN. SEPARATION EDGE DISTANCE 1 1/4' MIN. 14. EMBEDMENT 1/4' MAX, SHIM SPACE 3/16- TAPCON EXTERIOR U._U ll—U INTERIOR 1 1/4' MIN. EMBEDMENT awsroNs 06CIEVIION DATE APVAaAp ADDEO CHARTS 03/05/12 RA - REVISED PER NEW TESTING 10/29/13 R.L. ADDEO FLANGE AND FIN INSTAUAT10NS 12/06/13 RL REVISED INSTALLATION DETAILS 07/30/15 R.L. REVISED INSTALLATION DETAILS 06/20/17 R.L 4' MAX. r SHIM SPACE 1 • .. 'v IMIN. •' EDGE DISTANCE . a 3' MIN SEPARATION INTERIOR 3/16' TAPCON EXTERIOR SILL TO BE SET IN A BED OF CONCRETE/MASONRY APPROVED SEALANT BY OTHERS JAMB INSTALLATION DETAIL i OPTIONAL 1X BUCK CONCRETE/MASONAYINSTALLATION 4. d 1 1/4' MIN. EMBEDMENT 4• 2 7/8' MIN 1' MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATIONON TO BE PROPERLY SECURED SEE NOTE 3 SHEET I NOTES: 1.INTERIORANDEXTERIORFINISHES.BYOTNE M NOT SHOYAV FOR CLARITY. 2. PERIMETER ANO JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 420 SGO 96' X 80" NON—REINFORCEO FLANGE INSTALLATION DETAILS oR,w1e oee w. F.A. 08-00498 ICA, NTS m" 02/23/09 —9 OF 10 l R08FR10 LOwASO.E. NJZ wpOpF0IJ0 a0 Lf W/S?LLE AIC?7027 tl+6d0-0i609 Abu tfQiWmn pram SIGNED: OWI12017 1111I1/II i CENso9`r Q6EOF Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING 1/4' MAX BY OTHERS I r SHIM SPACE is WOOD 1 SCREW INTERIOR 1 1/a" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN EXTERIOR 7/16' MIN EDGE DISTANCE JAMB INSTALLATION DETAIL W000FRAMWG0A2XBUCKWSTALLATI0N METAL STRUCTURE BY OTHERS APPROVED SEALANT TRIM BEHIND FIN 1 1/4' MIEI. g8 WOOD EMBEDMENT WOOD FRAMING SCREW BY OTHERS INTERIOR 1/4' MAX HOOK STRIP 7/16' MIN EDGE DISTANCE EXTERIOR 1/2' MIN. EDGE DISTANCE L nNisim S 06e@PRon oac APPRwco ADS CHARTS 03/05/12 R.L. REVISED PER NEV TESRNG 10/29/13 R.L. ADDEO FLANGE AND FIN INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 07/30/15 R.L REVISED INSTALLATION DETAILS 06/20/17 1 R.L 1 5/8" MIN. EDGE GIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP ---' SHIM SPACE #110REW DRILLING INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATA91V FOR SILL INSTALLATK3N SEE SHEETS44. NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE Wmi ASTM E2112 2X BUCK OR WOOD FRAMING BY OTHERS TRIM — INTERIOR HOOK STRIP PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUMRE 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 10 WOOD II SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION 2X SUCKANOOD FRAMING 1 1/4' MIN, EMBEDMENT 1X BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED 3/16' TAPCON EXTERIOR ' PANEL INTERLOCK HOOK STRIP INSTALLATION MASONAYR'ONCRETE MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 $GO 96" X 80' NON —REINFORCED FIN AND HOOK INSTALLATION DETAILS oRAr1E ore no. F.A. 08-00498 swc NTS °"'c 02/23/09 —10 OF 10 L AMRTO LO"S P.E. 14M W000F0A0R0UW*V4LE. NC220M Aj""4w Rw"5v wnw* Lum SIGNED: 06/20/2017 J R I I` 104,i'' iC,ENSF•9J, 0 .;6l r 51 •• ye = A OF e' OR1aT: • ?: IONA Luis R. Lomas P.E. FL No.: 62514 NOTES: 1, THE PRODUCT SHOWN HEREIN 15 DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL, EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS R O IR 0 FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS. 8, SHIM AS REOUIRED 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 00 NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" 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 BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF C-0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 •.048' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO. XX, XP, PX. XIP, PIX TABLE OF CONTENTS DESCRIPTION 1 I NOTES 2 - 3 ELEVATIONS 4 — 10 INSTALLATIO I-ml t °csowmm I a>c I oPw01u 1 A I ADDED FLANGE AND FIN IRSTAUATION 12/10/13 RL 6 RME0 INSTALLAKIN DETAILS 06/03/15 RL C REIME0 INSTALLATION DETAILS 06/21/17 RL SIGNED: 0&21/2017 MI WINDOWS0 DOORS LLC R i lC 650oWMARKETSTREETGRATZ• PA 17030 o". /,' S\ r .%, G E IY y .•9Ji yF51 1t = M-.TAR"00F" SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96' X 96' NOTES, 10Ft owtcV. Lrx 08-0022249 C i/s OU 11S ar< NTS10/30/13 1 OF 10 Lula R. lAmoa P.E. L. R08FRTOLOWSP.E IM wOGOF0 A0 RO LEWTSV4AA A02= Q446s4w , m,,,,spr,,,,,,,,co,,, FL No.: 62514 96' MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART e3 FOR NUMBER OF LOCATIONS REOUIREO 6' MAX 17' MAX O.C. 6' MAX 6' MAX 17' MAX O.C. 96' MAX FRAME HEIGHT 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RtTINO t35.0PSF NONE SEE CHARTS it AND f2 FOR OTHER UNITS RATINGS NOTES: I. MAXIMUM PANEL SIZE: 4B w. 95- 2. MAXIMUMO.L0.:4458•s90Sd• HAROWARESCHEDULE FLAT MOUNTED HANDLE SET (9944.145) AT 36 316.014 CENTER FROM PANEL eOTIOM METALUC TANDEM ROLLERS (99.17.1951 AT EACH ENO OF PANEL BOTTOM RAILS JUNUMS063•TS REINFORCEMENT (666) AT ALL PANEL INTERLOCKS CHART II WHERE WATER INFILTRATION RESISTANCE IS REOUIRED. ccc-=a.-. Deagn pmssum Chan (pso Rare MVW PJMI W4 Tatar Ram Wd1n (N) 3%Nl 3R0 I 36.0 42.0 ILO IN 60.00 1 72oo 8400 KOO PCs I Np I Pes I Np Pas Noe PCs Nag 64.0 40.0 1 56.4 1 40.0 1 50.9 40.0 45.7 40.0 420 Sao 40.0 55.2 0 46A 0.04 43.0 39.4 3r4 9 00 40A 524 40,0 45A a0.0 40.6 37.1 37,1 iNLO 49.0 j 4A6 1 40.0 1 431 W4 W4- 3S0 35.0 CHART R2 WHERE WATER INFILTRA11 N RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I 00$fgn Proswre Chan (ps7J Ram Sh& P uw1 a10 total Fwa WdW (L1) WON 30.0 34Lo 1 420 4L0 60.00 n.001 a400 taco Pes I Np I Pot I Nap I Pes I Np POS Np SAO Se.a 1 56.4 J 50.9 1 50.9 1 4i7 4 7 420 420 9 0 Sit 55.2 1 40A 4L0 43.0 a3.0 39.4 394 a20 524 52.4 1 45.4 43A 1 40.6 1 40.6 37.1 37.1 Ko 49J1 09.6 43.1 43.1 35.4 30.4 35.0 3S0 cHAR7 n Numbw OI anchor loaa0onsrpulrod Rmne SMIS FWW and Tow Fram worn f1n1 30. 0 1 3L0 1120 46.0 Wi 60.0 720 1ssa 96A N65 WmO NaS Jamb X6S JamO Has Jamb O40 4 6 5 1 6 1 6 1 6 6 6 SLO a 6 5 6 6 6 6 6 E4020 4 6 5 6 6 6 a 6 S& O 8 5 6 8 8 B 6 RDISMS 6c5c% p110" cat APPRM0 ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 05/03/15 P.L. RVASEO INSTALLATION DETAILS 06/21/17 R.L. MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" X 96' ELEVATION V• L- 1 08-02249 scALc NTS 10/30/13 ' 1-2 OF 10 L AMPITO LOCKS P.E. 14- V WOOWOW AD LEWISVILE, AC 27623 4$ wA&o6pg Aarvs abmasp•Oae SIGNED: 0&2112017 N rJ\G E NIO 9 /i 0 S •sr Q TEOF Ifllll111• Luis R. Lomas P.E. FL No.: 62514 9 N FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD k JAMBS SEE CHART 14 FOR NUMBER OF LOCATIONS REQUIRED t 7• MAX6• MAX I O.C. —{ 6' MIUc 6' MATX 17' MAX O.C. 6' T— AX LME GHT 1 ( 2) ANCHORS PER LOCATION SERIES 420 SGO REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART 14 FOR NUMBER OF LOCATIONS OESIGN PRESSURE RATVVG IMPACTRAT7NG REQUIRED tXOPSF NONE SEE CHARTS /1 AND a SHEET 2 FOR OTHER UNITS RATINGS MAROWARESCHEOULE T (9944-145) AT 35 3W ON CENTER FROM PANEL BOTTOM S (99-17-195) AT EACH ENO OF PANEL BOTTOM RAILS EMENT (60) AT ALL PANEL INTERLOCKS REV I olscwanoe wt A9VROYm A ADDED FLANGE AND nN INSTALLATION 12/10/13 R.4 B REVISED INSTALLATION DETAILS 06/03/15 R.L C REVISED INSTALLATION DETAILS 06/21/17 R.L. MOTES: I. AWIMUM PANEL SIZE: 48 Ur m 95• 2 MAXIMUMO.L0.:44Sffl'a90SB- CHART a4 Number ol4nchor loc8donsmaulrod Frame SN9b Pxld W4 Tool L IU Width (n) HaiOti J0.0 1 30.0 420 494 in) 60.0 1 720 84.0 9" N6S I JamO H4S Jamb HAS Jamb N6S Jamb 64.0 4 6 5 6 6- 6 6 6 a 4 6 5 6 6 6 6 6' 920 4 6 5 6 6 6 6 6 90.0 a 6 5 6 6 8 6 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" X 96" FIN ELEVATION V.4 1 08-02249 W`z NTS b'R 10/30/13 —3 OF 10 L ROBERTO LGY4A5 P.E. 1472 WNOODFO W R0 LEWSVILLE. NC 27= 4N4w4sos dwwgvklmusp"" SIGNED: 06/21/2017 91IR (to 7 /// I/ ie IN` •GEMS 9s iF' O, 61t5 •.11r = Zo TTAAYi OF : J O . 66 i S!ONAI E G``• Luis R. Lomas P.E. FL No.: 62514 1/2' MIN. EDGE DISTANCE WOOD FRAMING 1 3/8' MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4' MAX. SHIM 110 WOOD SPACE SCREW I10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2K BUCK INSTALLATION NOTES. I. INTERIOR ANO EXTERIOR FINISHES. 8YOTNER1 NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE W MASTAo E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT IN. CVVG wafANCE 1 3/8' MIN. EMBEDMENT T- 1/2' MIN. EDGE DISTANCE 110 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS RUMORS rtN oESCl6vrgw IXTE MPROV0 A ADDED FIANCE AND FIN INSTAL Arm 12/10/13 R.L 0 REV15E0 WSTALLATION DETAILS 08/03/15 R.L. C REVISED VMALLATION OEIAILS 06/21/17 1 R.L 1 /4' MAX. SHIM SPACE INTERIOR JAMB INSTALLATION DETAIL WOOD FAAMING OR 2X BUCK INSTALLATION SIGNED: 0612112017 MI WINDOWS AND DOORS LLC 111111fill/, 650 WEST MARKET STREET Na ft..Lo,Ij iGRATZ. PA 17030 v ENs•:9f i F- SERIES 420 SGO REINFORCED WITHOUT ADAPTER It• 0 51 %* 9X 9 FRAME INSTALLATION DETAILS 5 E - 1TATOF ow. rc ore .a. nLv O . 2```: iils`• O ONAR VLt11cucN 10/30/13 4 OF 10 11101 1T;\N\•G LR08ERTOLOMASPE. 14M Mo0E/ ADRD RD Le; WWVMLE ne2mv Luis R. Lomas P.E. aN-6011 " ,ao,.sGwr„ go,,a,,, FL No.; 6251 A METAL STRUCTURE BY OTHERS 1/2' MIN. EDGE DISTANCE r 1/4' MAX. O r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR II II • II II INTER/OA SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1/2' MIN, EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES., I. INTERIORAND EXTERAOR FBVLSHES. BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEAL4W BYOTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 T 1 /2" Mil EDGE OISv I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RN I 0c$cA pw" WE APPROKO A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R. B 1 REVISED INSTALLATION DETAILS OE/03/15 R.L C I REVISED INSTALLATION DETAILS 05/21/17 1 R.L JAMB INSTALLATION DETAIL METAL S7RUMREIAISTAL(ATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96' X 96" FRAME INSTALLATION DETAILS V.L 108-02249 A' NTS oArz 10/30/13 —5 OF 10 L RMRrV LOMAS PX. 14I2 NOODFORD RO LfN7SV0.LE, AC?707J 4364SA-0(49 w1 As mARo.am SIGNED: 0612112017 IR 11L0,,/' CEN, 4-T AY-10POF-MJe— 0.• ONAC Luis R. Lomas P.E. FL No.: M I A 1 1/2' MIN 1' MIN. SEPARATION EDGE DISTANCE r n . .. , a 1 1/4' MIN. n. EMBEDMENT CONCRETE/ a` MASONRY BY OTHERS 1/4' MAX. SHIM SPACE OPTIONAL 1X BUCK rTOBE PROPERLY SECURED SEE NOTE 3 WSHEET1 ' 3/16' TAPCON 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR I I I I I I INTERIOR SILL TO BE SET IN A BED OF 1 APPROVED SEALANT i a a' 2 7/6' MIN SEPARATION VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATOW s 1 1/4' MIN. EMBEOMENT 1' MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT 1' a MIN. EDGE DISTANCE 3. a MIN SEPARATION RnI$*NS RN 00CRIPTION DATE AWROVED A ADDEO FLANGE ANO FIN INBIALLATION 12/10/13 R.L. 8 RENSEO INSTAUATION DETAILS 08/03/13 R.L. C REVISED INSTALLATION DETAILS 06/21/17 R.L. J 1 /4' MAX, SHIM SPACEr INTERIOR 3/16' TAPCON EXTERIOR ` CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRETEANASOYRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET I NOTES: 1. LNTERIORAND EXTERIORFINISHES, BYOTINERS NOT SHOWN FOR CLARITY. 2. PERINETER AND JOtNT SEALANT BY OTNERS TO BE OESIGNED IN ACCORDANCE WITHASTM EY112 SIGNED: OW 112017 M) WINDOWSANDDOORS LLC LI II 650MARSTREET KET 410,/,'' GRATZ, PA 17030 J\S G E N s- SERIES 420 SGO REINFORCED WITHOUT 'ADAPTER 0 = 9X 9 FRAME INSTALLATION DETAILS 6 p • TATE OF: ,: z OPAW oxcw. Rn O F•F ORIOT:•? 4 08 9 OF 10 C s/j1NAitE? G sty NTS °" 10/30/13 s DtT6 LRWRT0L0M4SP.E. 14V WODOFORDROIEWWVUE, AC270E7 Luis R. Lomas P.E. FL No.: 62514 1/2' MIN. EDGE DISTANCE WOOD FRAMING 1 3/8' MIN. OR 2X BUCK I EMBEDMENTBYOTHERS 1 /a' MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR LLU LLU INTERIOR TO BE SET IN OF DVEO SEALANT 110 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS MIN. WENT VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: L. INTERIOR AND EXTERIOR FINISHES, SYOTHERS, NOT SHOWN FOR CLARfTY. 2. PERIMETER AND JOINT SEALANT SY OTHERS TO BE OESIGAIEO IN ACCORDANCE WITH ASTAI E21 I2 401SI N6 K' erscRvno« a1E Av. . A ADOEO FIANCE AND FIN INSTALLATION 1 12/10/13 JR.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L C REVISED INSTALLATION DETAILS 06/21/17 R.L 1 3/8' MIN. 1/4' MAX. EMBEDMENT SHIM SPACE 1/2' MIN. INTERIOR EDGE DISTANCE 10 WOOD SCREWS EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK 0000 FRAMING OR ZX BUCK INSTALLATION BY OTHERS SIGNEO: 0612112017 MI WINDOWS AND DOORS LLC 650 GRATZ. MPAKET17030REET aTtIIIIIn, J\S 01-t, --9.i+: F• 0 5 s' SERIES 420 SGO REINFORCED WITHOUT ADAPTER*• 96" X 96" FLANGE INSTALLATION DETAILS j O . i''roswftoMc «a ar„ V.l 08 C ONA1i1S?`\`\ Luis R. Lomas P.E. srxc NTS ° 10/30/13 s'T79 OF 10 LROSERrOLGMOP.E. 1422 NYi' WFOW RO LEVOSVLLLE NC?70?J 4 64854 s xW&MV,amn FL No.: 6251 a 1/2• MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE w --- 7 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 1 /2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE 1NSTAL(.AnoN NOTES: 1. INTERIOR AND EXTERIOR FINISHES BY OTHERS. NOT SHOWN FOR CLARITY, 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/ 2' MIN. EDGE DISTAN( I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS J. .— RLMS" RL" ocscavlaN are APPROVw A ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 06/03/15 R.L C REVISED INSTALLATION OETAILS 06/21/17 R.L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTAUA17ON MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" X 96" FLANGE INSTALLATION DETAILS ORWR ow no R V. L. 08-02249 5' NTS * Tc 10/30/13 5i0CT8 OF 10 L R06ER11000MM P.E. 1432 wOWFORO RO LEm$vGLE. AIC zmn araaFasos gm,o®alyroo,,.cvn SIGNED. 0612112017 N J S VGENS•9s 4TAT15ME OF : = O i YAsOMA 11 e1VV`` Luls R. Lomas P.E. FL No.: 62514 1 1'/2- MIN. 1' MIN. RCVt$*NS SEPARATION EDGE DI$TAVCE Rn DATE APPRaM A ADDEO FLANGE AND nN INSTALLATION 12/10/13 R.L. 6 RENSEO INSTALLATION OETA4S 08/03/15 R.L. 4. i ! 1 1/4" MIN. C REVISED INSTALLATION OETNLS 06/21/17 R.L. CONCRETE/ ,' " a: ' , EMBEDMENT 1 1/4' MIN. MASONRY --1 EMBEOMENTBYOTHERS1/4' MAX. OPTIONAL r SHIM SPACE 1X BUCK TO BE 1/4' MAX. PROPERLY 1. ; , •a ISECURED SHIM SPACE SEE NOTE 3 MIN. INTERIOR SHEET t EDGEDISTANCE 3/16' TAPCON FillI EXTERIOR INTERIOR MIN. aSEPARATION SILL TO BE SET IN v ' A BED OF TAPCONAPCON ' 3/16' TAPCON APPROVED SEALANT . EXTERIOR CONCRETE/MOTHERS JAMS INSTALLATION DETAIL MASONRY/ eY OTHERS RETE OPTIONAL 1X BUCK CONCRET&UASONAYWBTALLATION BY OTHERS TO BE PROPERLY SECURED CONC SEE NOTE 3 SHEET 1 a• Aa0TE5: 1. INTERIOR AND EXTERIOR PINISNES• BYOT)4Ma1 NOT SHOWN FOR CLARITY. a•• a•' • EMBEDMENT MIN. 2PERIMETER AND JOINT SEAWVTHYOTNERSToaE a • • DESIGNED INACCORDANCE WITH ASTM E2112 a• SIGNEO: 0&21/7017 2 7/8' MIN. 1' MIN. MI WINDOWS AND DOORS LLC SEPARATION EDGE DISTANCE 650 WEST MARKET STREET `5 ft to,1j i VERTICAL CROSS SECTION GRATZ. PA 17030 . • E N S -f C4ONCRE7E41ASONRYWSTALLATION SERIES 420 SGO REINFORCED WITHOUT ADAPTER *• FLANGE INSTALLATION DETAILS p • TAT OF Z tt opmV. L. a 08- 02249 a< v i'oFS:c<OR10. scat NTS 0 n 10/30/13 yi0LT9 OF 10 C A"E 1`` L. R08ERTCLOMA•SP.E. I4n WOODFORDROLEN9SVXLE.NCz?m3 Luis R. Lomas P.E. 43- on.060 raunfsBe,y,,rp,,.eam FL No.: 6251 A WOOD FRAMING BY OTHERS 1 1/4- MIN. EMBEDMENT T- APPROVED J SEALANT BEHIND FIN i8 WOOD SCREW APPROVED SEALANT BEHIND FIN g8 WOOD SCREW 7/16- MIN EDGE DISTANCE EXTERIOR 1/4- MAX I SHIM SPACE i r- 7/16- MIN EDGE DISTANCE , IAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS INTERIOR TRIM RQ' OCSCFWW+ GATE APPROVD) A ADDED FLANGE AND FW IKWAUATON 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/1S R,L, C REVISED INSTALLATION DETAILS 06/21/17 R.L. 1 5/8- MIN. EDGE OIST. TRIM 4 4 INTERIOR 1 1/4- MIN, EMBEDMENT MASONRY/CONCRETE r1 BY OTHERS HOOK STRIP 1X BUCK BY OTHERS, IX BUCK TO BE r PROPERLY SECURED EXTERIOR PANEL INTERLOCK HOOKSTRIP INSTALLATION A"SONRWCONCRETE 1/2' MIN. METAL STRUCTURE EDGE BY OTHERS 1/2 MIN. DISTANCE EDGE DISTANCE TRIM 1/4 MAX. 1 3/8' MIN. INTERIOR SHIM SPACE EMBEDMENT r -r HOOK STRIP INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR SX BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4.9. HOOK STRIP #10 SELF DRILLING a# 10 EWED SCREW PANEL EXTERIOR INTERLOCK EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION METAL STRUCTVAE 2X BL0QW000 FRAMING SIGNED: 0&2la0T 7 MI WINDOWS AND DOORS LLC `111111rrrll 650 AMP K1177030REET `-J S to GRTZ.`G E lk. SERIES 420 SGO REINFORCED WITHOUT ADAPTER o 96" X 96' ( 6 y` NAILFIN HOOK INSTALLATION DETAILS a NOTES: i TAT Of I. INTERIORANOEXTEROAFINISHES,8YOTHERS, • ' WN i F•:clpRlQ?'• NOT SHOFOR CLARITY. V.L 08-02249 , ANC Ais` r/OIYAL2PERIMETER ANDJOINTSEALTBYOTHE9SToBENTSa'E 10/30/13 s'aT10 OF 10 7jrrllll1111` DESIGNED IN ACCORDANCEwWASTME21I2CROEERDLEE. 112 SWL. LYIs R. Lomas P.E. 7WOODfORD RD LEWYRSVLLLE. ACt70214344se-on nw,,,spewn„o,.o„ n FL No.: 62514 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIOA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4.,ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cda1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 5. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS RFOUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. 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 00 NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE 81O SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42 S. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3J92 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063—T5 .048• THICK MINIMUM 15. APPROVED CONFIGURATIONS: XIX. I TABLE OF CONTENTS 1 SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS av ores ocscavraM cat I gromw A ADDED CHARTS 03/06/12 1 R.L. 8 REVISED PER NEW TESTING 10/15/13 RL C ADOED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED WSTAUATION DETAILS O6/05/15 R.L. E REVISED INSTALLATION OETAILS 06/22/17 RL SIGNED. 062MO17 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 L1++tlrrrrr iNVSR• Lp i J• •G E N yF9s i 1l44a„b96SERIES430SGD 143' x 80' NON REINFORCED NOTES r $TAT OF F•' c( OR%'Ot \ 4jsS ONA`1E olaln+ owc 1a. AIEv 08—0 01502 E Luis R. Lomas P.E. FL No.: 62514 sws 6ArcNTS 02/23/09 1 OF 9 LaoeeRDLEWWsaE. max d4d&owWOODFaoRbM4KsVKLF'.=fflVCwaeeo6o9AbrasManatprmm 1 17' MAX 80' O.C. MAX RAMS 143' MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED O.C. X X SERIES 430 XIX SGO EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE SEE CHARTS a1 AND 02 FOR OTHER UNITS RATINGS NOTES: I. AWIMUM PANEL SIZE: 46 //2' x 7r 2 MAXIMUM D.L.O.: 44 3M' x 74 aS HARDWARE SCHEDUI FLAT MOUNTED HANDLE SET (9944-145) AT 38 314' METALLIC TANDEM ROLLERS (98.17.195) AT EACH I olscaolaA ADDEO CwATS REVISED PER NEw TESTING ADDEO FIANCE INSTALLATIONS REVISED t4STMLATIOH DETAILS REVISED INSTALLATION DETAILS CHART ar INHERE WATER INFILTRATION RESISTANCE IS REOUTAED SEE NOTE 9 SHEET r Design pressure chart (psQ Framm Haight in) S910 Panel and Total Frana width (In) 30.0 90.00 26.0 10&00 42.0 126.00 47.7 14100 PCs I Nog I Pos I Nog I PCs I Neu I Pas I Nog 0.0 40.0 1 54.8 1 40.0 1 48.0 1 40.0 1 432 40.0 40.0 CHART se WHERE WATER INFILTRATION RESISTANCE IS NOT AEOUIRED SEE NOTE 9 SHEET r Design pressure chart (psO Fnm I-ftht 3Y1ga Panel and Total Frame Width(G) 30 01 36.0 1 420 1 47.7 90.00 108.00 1 120.00 1 143.00 Pos I Nog I Pas I Nog I Pas I Nog I Pas Nog 80.0 SAS I 54.9 1 48.0 4&0 1 43.2 1 432 1 40.0 40.0 CHART a3 Number of anchor locatlonsroqulred From Single Hanel and Total Framm width (in) He ghto 30.0 390 410 47.7 90.0 10&0 1 12&0 143.0 HIS Jamb H6S Jamb HAS 148mb I HaS I Jamb 00.0 6 1 5 7 5 1 8 1 5 1 9 1 5 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430 SGO 143" x 80- NON REINFORCED ELEVATION F.A. 1 08-00502 NTS Ia"E 02/23/09 ISKW2 OF 9 L ROSEATOLONASAE 1472 wOODFORD RO LEw svxLE NC 27?J' 444e0oco9 +ew0wo4) 1wft"p .a af Avvveo are 03/06/12 R.L. 10/15/13 R.L. 12/06/13 RL. 08/05/15 R.L. 06/22/17 Rl SIGNED: 0612212017 Illll l IN" LU13 R. Lomas P.E. FL No.: 62SIA 1/2' MIN. EDGE DISTANCE 1 3/8• MIN. WOOD FRAMING EMBE VENT OR 2X BUCK SY OTHERS 1/4" JMAX. SHIM 10 WOOD SCREW SPACE 1 3/8' MIN. 1/4' MAX. EMBEDMENT SHIM SPACErL 1/2' MIN. EDGE DISTANCE EXTERIOR INTERIOR MII SET IN APPROVED 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 110 WOOD MIN. SCREW MENT WOOD FRAMING OR 2X BUCK BY OTHERS GWG VIDI/V " VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. I PERIMETER AND JOINT SEALANT BY OTHERS To BE DESIGNED IN ACCORDANCE WITH ASTM E2112 RVOISONS ocv-Romm WITC AMAQVM ADDED CNARTS 03/06/12 R.L REVISED PER NEW TESIING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L REVISED INSTALLLTION OCINLS 06/22/17 R.L INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430 SGO 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS 6wArm o1c Aa F.A. 08-00502 scA NTS 02/23/09 1 5"m 3 OF 9 L ROBERTOLGIK4P.E 1472 V=DFOR0 RO LEWISVILLE. NC 27= A344 0-009 dwnAs@bftmwv mn SIGNED: 0612212017 NS 9.r TATE OF S s7DNAI G``*;' I11111110 Luis R. Lomas P.E. FL No.: 62514 1/2' MIN. Na RCNs ms ocscRp=N PATE ayPROW0 METAL EDGE DISTANCE A ADOEO CHARTS 03/06/12 R.L. STRUCTURE 1/4' MAX. 8 REVISED PER NEw TESTWG 10/15/13 R.L. BY OTHERS SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. J 0 RMSEO INSTALLATION OCTALS 08/05/15 R.L. 1/4' MAX E REVISED INSTMUATION OETNLS 06/22/17 R.L. CSHIM SPACE 1/2' MIN. 10 SMS OR SE DRILLING— EDGE DISTANCE Ar INTERIOR I SCREW 110 SMS OF SELF ORILUNC SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/2" MIN EOGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INT ERIOR AN0 EXTERIOR FINISHES. BYOTNERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 INTERIOR L TO BE SET IN SEO OF APPROVED kLMT 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430 SGO 143" x 80" NON REINFORCED FRAME INSTALLATION DETAILS CROM: t1aC NNo. F.A. 08-00502 scALE NTS oah 02/23/09 S1°LTA OF-9 L ROMMOLONASP•E 14$F w000F0R0 RO LES"5VILE MC 270ET 4V-685- V esamaapxtwnaVe wm SIGNED: 0&22/2017 S 1IR111I`/ O4,'','' iZJls,'ON AIL 1\` Luis R. Lomas P.E. FL No.: 62514 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16- TAPCON MASONRY/ CONCRETE BY OTHERS 1 1/2- MIN. 1• MIN. SEPARATION EDGE DISTANCE 1 1/4- MIN. a EMBEDMENT 1 /4' MAX. SHIM SPACE 3/16- TAPCON EXTERIOR INTERIOR 1 1/4• MIN. EMBEDMENT fp MIN. EDGE •': DISTANCE . ! amtml MIN. SEPARATION v • . 3/16- TAPCON SILL TO BE SET IN A BED OF APPROVED SEALANT CONCRETE/MASONRY BY OTHERS 1 1/4• MIN. EMBEDMENT a 2 7/8- MIN. 1- MIN, SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRET154"SONRY INSTALLATION RN ocScRprl M oat AOPNOVm A ADDEO CMARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1/4- MAX. 0 REVISED INSTALLATION OETNLS 08/05/15 R.L. SHIM SPACE EIF REVISED INSTALLATION OETNLS 05/22/17 1 R.L. INTERIOR a n SLI----AB _, a. EXTERIOR i4D-;a JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONC4tETE4"S0NRYINSTALLATOV TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERUETERAND JOINT SEALANT BY OTHERS TO SE DESIGNED INACCOROANCE WITH ASnW E2112 SIGNED: 06t=017 MI WINDOWS AND DOORS LLC 0 %WMI/I 650 WEST GRATZ. PAET030RE ,J\GEHSF SERIES 430 SGO = *• 0 51 * _ 143" FRAME x 8S NON REINFORCED _ o i a= FRAME INSTALLATION DETAILS p • TAT OF oaArlt owc w. aEv 'F• FlOR10Q •?: F.A. 08—OOS02 E iSSIONa 11E G` srxc NTS — 02/23/09 —5 OF 9 I/ LROBERTiOLOOMASP.E. Luis R. Lomas P.E. 14T %AOOOFOROROLEN9SVUE,NC27O27 FL No.: 62514a7+aa6o6ob dgvLesOttwrugancom 1 /2' MIN. EDGE DISTANCE 1 3/8' MIN. WOOD FRAMING OR 2X BUCK EMBE MENT BY OTHERS MAX. Q10 WOOD SPACE SCREW 010 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 11 11 11 11 11. 11 INTERIOR 1 /2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OESIGNEO IN ACCORDANCE WITHASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT 1 3/8' MIN. EMBEDMENT 1 3/8' MIN. EMBEDMENT 1/2' MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/4' MAX. r SHIM SPACE RML40N5 IKV OCV-RPTM MTE PPPROVCD A ADDED CIMRTS 03/06/12 R.L. 6 REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 RL D REVISED INSTALLATION OETNLS 08/05/15 R.L E REMSEO MWALLATION DETAILS 06/22/17 R.L. JAMB INSTALLATION DETAIL WOW FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430 SGO 143' x 80' NON REINFORCED FLANGE INSTALLATION DETAILS F.A.IM 08-00502 SC" NTS 0"E 02/23/09 'T 6 OF 9 L. RMATO LOMO P.E. 11T? MGOOFORO RD LEMSVXLE. NG 22= 47L689 M 4brus4bMnnpow- SIGNED: 0612212017 RI I` lo i,' i T:.it. S OF z MAt S G?` Luis R. Lomas P.E. FL No.: 62514 1/2• MIN. I EDGE DISTANCE r METAL STRUCTURE BY OTHERS 1/4MO. SHIM SPACE 10 SMS SELF DRILL SCI METAL STRUCTURE BY OTHERS EXTERIOR 1/ 2• MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INFERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARflY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 SMS OR SELF DRILLING SCREW INTERIOR TO BE SET IN X0 OF APPROVED ANT 1/ 4• MAX. r SHIM SPACE 1/ 2• MIN. EDGE DISTANCE I 110 SMS OR SCREWS SELF DRILLING Revispow ocsco nm DOE APPROVW ADDED CHARTS 03/06/12 R.L. REVISEO PER NEW TESTING 10/15/13 R.L. AOOEO FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION OETAILS 08/05/15 R.L. RENSEO INSTALLATION DETAILS 06/22/17 R.L. INTERIOR METAL STRUCTURE BY OTHERS EXTERIOR 41D a JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430 SGO 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS MAIM ornc No. F. A. 08-00502 V41 NTS 02/23/09 —7 OF 9 L R06ERTO LOMAS P E. 14V 1WOOFOR0 RD LEN7SVILLE XC 270M 4794T" km ;&vnnv6lwwS c*M SIGNED: 0&22/2077 N c, Et I IL 0 -,, A TATE O; O ONA 10? C'``` Luis R. Lomas P.E. FL No.: 62514 1 1/2- MIN. 1" MIN. CONCRETE/ SEPARATION EDGE DISTANCE MASONRY BY OTHERS a' 1 1/4" MIN, EMBEDMENT OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 1/4- MAX SHIM SPACE 3/16- TAPCON EXTERIOR 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS INTERIOR 1 1/4- MIN. 1/4' MAX• EMBEDMENT SHIM SPACE 1" •.:: MIN. EOGE v DISTANCE v 3' .• MIN. SEPARATION ° ' ' •: 3/16- TAPCON SILL TO BE SET IN EXTERIOR A BED OF APPROVED SEALANT CONCRETE/MASONRY OPTIONAL 1X BUCK BY OTHERS TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 S • __ r 1 1/4" MIN. EMBEDMENT 2 7/8" MIN. -•I 1" MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE"ASONRY MISTALIATION XCASMS Rev DCVA Vnom GATE PFPROVO A ADDED CHARTS 03/06/12 R.L. 6 REVISED PER NEW TESTING 10/15/13 RL C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 1 06/22/17 1 R.L. INTERIOR J JAMB INSTALLATION DETAIL CONCRETEOA4SONRYINSTAL. AWN NOTES. I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT SYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E7112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430 SGO 143" x 80" NON REINFORCED FLANGE INSTALLATION DETAILS oRAwAs am Iq, F•A• 08-00502 HALE NTS 0"TE 02/23/09 —8 OF 9 L ROBERTO LOAKS P.E. 14M w000FOR0 RD LEwISvBLE MC zl= u.ase•6cos dam SIGNED: 06PWO17 p E NBA, •9J' • 0 5t ••*= 9o. 0TEOF -uZ e R ` NIAlv\ Luis R. Lomas P.E. FL No.: 6251 A 1 5/8' MIN. EDGE GIST. TRIM 4 INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 4 1 1/4' MIN, EMBEDMENT 1X BUCK BY OTHERS. 1X BUCK TO BE1PROPERLYSECURED Ifff 3/ 16' EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYAMNCRETE INTERIOR TRIM HOOK STRIP METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP owwwoms ea ocscavrow a,Tc AvrnavIA A ADDED OLARTS 03/06/12 ILL. 0 SEC PER NEW TESTING 10/15/13 RA. C ADDED FUWCE INSTALLATIONS 12/06/13 R.E. 0 RE1nSE0 INWAL ATION DETAILS 00/05/15 R.L. E REVISED INSTALLATION OETAILS 06/22/1 T R.L. 1/2' MIN. EDGE DISTANCE L SCREW DRILLING I EXTERIOR PANEL 1/2' MIN. INTERLOCK EDGE DISTANCE HOOK STRIP INSTALLATION METAL STRUCTURE 1 3/8' MIN. EMBEDMENT 010 WOOD SCREW EXTERIOR` PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKANOOD FRAMING NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERWIETER AND JOINT SEALANT BY OTHERS TO BE OESIGNEO IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430 SGO 143' x 80" NON REINFORCED HOOK INSTALLATION DETAILS 0111. 4 c 0rc na F. A. 08-00502 K41 NTS I O"TC 02/23/09 S'w9 OF 9 L. ROW0110 LONAAS P.E 14. V w000F0R0 RO LEK?SvnLE. mc.7= 4244904M dwAnaban"M C.M SIGNED: 0&2Z2017 RE0'. y GN`F` •`P p ` STA TAfI EOp rim ONA ' C \O 111111110 Luis R. Lomas P.E. FL No.: 62514 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITHREQUIREMENTSOFTHEFLORIOl1BUILDINGCODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLYTRANSFERALLLOADSTOSTRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE, SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT ORENGINEEROFRECORD_ 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHORCALCULATIONS. S. FRAME MATERIAL; EXTRUDED ALUMINUM 6053—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY CLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS RFOUIRFO FOR THIS PRODUCT IN WINO BORNEDEBRISREGIONS. S. SHIM AS REOUIREO 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 EOUAL OR GREATER THAN 1A DONOTREQUIREWATERINFILTRATIONRESISTANCE. NG OVERHANG 10. FOR ANCHORING INTO WOOD FRAMINGORLENGTH/OVERHANGX BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORSASSHOWNINELEVATIONSANDINSTALLATIONDETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT- INTO SUBSTRATE WITH 1" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETULs. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATEANCHORSASSHOWNINELEVATIONSANDINSTALLATIONDETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT, 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THIN THE MINIMUM STRENGTH SPECIFIED BELOW. A. WOOD - MINIMUM SPECIFIC GRAVITY OF. G-0.42 S. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063—T5 .048- THICK MINIMUM TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALIATI[1N RCTAiIC I', I o13CMVi " 1 -1 1 „WRaM ] A AOOEO CHARTS 03/O6/12 R.l B REVISEO PER NEW TESIWG 10/15/13 R.L. C AOOEO FIANCE INSTALLATIONS 12/06/13 R.L. 0 REVISED 1NSTAILATION OETNLS 08/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. SIGNED: 06/1Ml7 MI WINDOWS AND DOORS LLC 011LIIlu11 i 650WESTMARKETSTREETGRATZ. PA 17030 N) R' to SERIES 430/"0 XIX $GO 143' x 96' REINFORCED NOTES u yE ar_ TATOfWr, Q MN: F. A. owc E 08-00503 sw[ out NTS02/23/09T 1 OF 9 I//MA11E0 Luis R. Lomas P.E. L ROBERTOIOrr!.IS P.E. 14XIn000FOROR0LEW/ SVU&A1C?7027 AN4w4w 4wQv kftMA",gyM FL No.: 62514 6' MAX - I 6' MAX 1r 1L 17' MAX O.C. 96' MAX FRAME HEIGHT 6' MAX 1/3' MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART B3 FOR NUMBER OF LOCATIONS REOUIRED 17' MAX 6' MAXO.C. I SERIES 430/440 xx SGD EXTERIOR VIEW DESIGN PRESSURE RATWG IMPACT RATING t40.OPSF I NONE SEE CHARTS 4f AND 42 FOR OTHER UNITS RATINGS NOTES: f. MAXIMUM PANEL SIZE: 46 ur x 0' 2. MAXIMUM O.L.O.:44314•x90SB' NARDWARESCHEDULE A 0) FLAT MOUNTED HANDLE SET (99da•145) AT 37 3- ON CENTER FROM PAYEL BOTTOM 8. IMMETALUC TANDEM ROLLERS (99.17.195) AT EACH ENO OF PANEL BOTTOM RA0.5 E_ ADAPTOR AT WTERIOR FACE OF OPERABLE PANEL RN RE%V.W 9 OCSCWVIIOR CITE APPROvm A ADDEO CNAFM 03/06/12 R.L. 8 REvtSEO PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED WSTALLATION OETNLS 08/05/15 R.L, CHART 9/ E REMSEO INSTN.IATION OETNL.S 06/22/17 R.L. WHERE WATER INFLTRATION RESISTANCE IS REOUIREO SEE NOTE 9 SHEET I Design wwwro CAart (p>yl Frwm Ski old and Tavel Fraao Vft1M (e) M 70.a 26.0 420 Q,7 90.00 foaoo 120.00 742ao Pos I Np Pos Np Pas Np POs Np 040 400 60A a0.0 57.9 a0' 520 a0.0 ae.0 Iwo 40 0 e0.0 40.0 SL.6 400 451 40 0 45.0 92o 40.0 69.6 a0.0 517 49.0 ML 40.0 423 9a0 a0.0 56.6 a0.0 a9.0 a0.0 43. 1 1.0 40.0 CHART02 WHERE WATER INFILTRATION RESISTANCE )S NOT REOUIREO SEF N[1T1: a cuccr. . Desl9n pres9yro Chart (PSO Fram SYgb r" aaa TOW Frwm w4m (n) Holm 20.0 I 2a0 420 1 47.7 90.o0 10a00 f20.00 14100 Pa Np Pas I Neu Pos N40 Pas Nov 0 60.0 1 40.0 1 579 57.9 52.0 520 48.0 1 Mill oa0 60.0 eo.0 54.8 54,6 48.9 483 a5.0 45 0 920 59.0 59.81 51.7 1 51.7 Au 4&1 427 1 423 90. e 58.6 1 58.8 a9.0 90 a3.7 a3.T 40.0 400 C. NART Al NumOer a/4m910/ f antloatrpulratl rim S„mo Fond am TaW Fram wilth (n) b10p 200I 3a0 420 47.7 no 10i0 120.0 1420 Nis 144mb Has Amp NOS 57, Nag Amb 040 6 8 7 0 er 6 9 6 ei0 7 8 7 8 8 6 9 8 920 7 6 7 8 8 8 9 8 7 8 7 6 8 8 9 6 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ, PA 17030 SERIES 430/"0 XIX SGO 143' x 96' REINFORCED. ELEVATIONS F. A. 1 08-00503 SC" NTS oAR 02/23/09 -2 OF 9 L ROSERTO LOOKS P.E. 14M NOOOFORO RO LEWSNaLE NC 270.'7 4- uQu-0609 dofflwsp#*"Aw, SIGNED: 0612WO17 rz flE- ILof1 J G N00 •s 2 GO 0 5ME OF ; o s OMAl1 G\`,\ 1111Luis R. Lomas P.E. FL No.: 62514 1 /2" MIN. EDGE DISTANCE ocscRp"0N CATC APPRGVW A ADOEO CHARTS 03/06/12 R.L B RENSEO PER NEW TESTWG 10/15/13 R.L W000 FRAMING E„eE MEN 1 3/8" MIN. C AOOEO FIANCE INSTMyATIONS 12/06/l3 R.L. OR 2X BUCK BY OTHERS 1Y 0 REVISED INSTµlAT10N OETN{S 00/05/15 R.L 1/4- 1 3/8" MIN. 1/A- MAX. EMBEDMENT SHIM SPACE E REVISED INSTALLATION OCTAILS 06/22/17 R.L MAX. SHIM 0'pSCREW , SPACE 1/2" MIN. INTERIOR rr EDGE DISTANCE r— c••11 110 WOOD SCREW DOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EX'TERAORFINISHES, BYOmm, MOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW BE SET IN F APPROVED MIN. wAENT WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL WOOO FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430/440 XIX SOO 143" z 96" REINFORCED FRAME INSTALLATION DETAILS lA OrC N0. F.A. 08-00503 wac NTS — 02/23/09 1 — T OF 9 L ROSERTO LOMA,S P.E. 14M WOOOFORO R0 LEMSVMLE NC Z.I= 4314&%" 1mufp ac m SIGNED: O6/2M 17 ft. LO STATE Op _ i aL` A,CR10Q; • 0/0 A1 1\0v` Luls R. Lomas P.E. FL No.: 62514 1/2• MIN. EDGE DISTANCE METAL 1/4" MAX. STRUCTURE SHIM SPACE BY OTHERS 10 SMS OR F DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STAUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR RNISNES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PEAIMETEA AND JODYT SEALANT BY OTHERS TO BE OESIGNEO DV ACCORDANCE WITH ASTM E2112 010 SMS OR SELF DRILLING SCREW INTERIOR TO BE SET IN IE0 OF APPROVED IIANT 1 1/2• MIN. EDGE DISTANCE 1 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1/4• MAX. SHIM SPACE 3 INTERIOR EXTERIOR RLMSIoms Kv oESCIonllorr MTE APPROVED A ADDEO CWWTS 03/00/12 R.L. 8 REVISEO PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE VLSTALIATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 06/05/I5 R.L. E REVISED INSTALLATION DETAILS I 06/2Z/17 I RL. l•ll __-_ QI l l JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430/440 XIX SGO 143- x SG' REINFORCED FRAME INSTALLATION DETAILS ORASN: owc wo. F.A. 1 08-00503 sutc NTS DAB 02/23/09 —4 OF 9 L. ROOERTOLOMASRE. r4tT WOOOFORO RO LEw1SVILLE NC 2'DI3 436440A rRomtssNan oawn SIGNED: 0&2M017 1`! 0 ,, iJy. CENSF •s a it TA •uza` sjs NA Luis R. Lomas P.E. FL No.: 6251A RLrW04 1 1/2' MIN. 1' MIN. ftv OCSCRF"ON DAN A"Rom SEPARATION EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. e REVISED PER NEW TESTING 10/15/13 R.L 1 1/4' MIN. 1 1/4' MIN. 1/4' MAX. C ADDED FIANCE INSTALLATIONS 12/08/13 R.L. a• a • . EMBEDMENT EMBEDMENT SHIM SPACE 0 REVISED 1NSTALATON DETAILS 08/05/15 R.L. CONCRETE/ E REVISED INSTALLATION DETAILS 06/22/17 R.L MASONRY BY onREas MIN. OPTIONAL EDGE v 1 X TOUBE DISTANCE INTERIOR aPROPERLY1/4' MAX• pfmnl SECURED SHIM SPACE SEE NOTE 3 SHEET 1 3' 3/16' TAPCON MIN. SEPARATION 1NEXTERIORTERIOR 3/ 16' TAPCON •' Y SILL TO BE SET IN EXTERIOR A BED OF APPROVED 3/ 16' TAPCON SEALANT JAMS INSTALLATION DETAIL CONCRETE/ MASONRY OPTIONAL 1X BUCK OONCRET&WOSONRYINSTALLATION MASONRY/ BY OTHERS TO BE PROPERLY CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET 1 s '• TEll 1 1/4' MIN. NTERIORAND EXTERIOR FINISHES. BYOTNERS, EMBEDMENT NOTSHOWNFORCLARITY. a . • e' , . • • ' 2. PERIMETER ANO JOINT SEALANT BY OTHERS TO BE OESIGNEO INACCORDANCE WITHASTM E2112 SIGNED: 0& 2WO17 2 7/ 8'• MIN. 1' MIN. MI WINDOWS AND DOORS UCSEPARATION alllirl,IVERTICALCROSS ECT10N EDGE DISTANCE 650 WEST PAK170 GREET F9s C10NCRErE/MASONRYINSTAILATIONSERIES430/440 XIX SGD *• 143" x 96' REINFORCED =.a . FRAME INSTALLATIONDETAILS .A • TAT OF DRAW owc Ro. RLv iAA.''Fs'P<OR10: G: sC NTS o"E 02/23/09 OS_-53 OF 9 E ,,/s/ 111n1i1. L ROfiMR/ 040MASP.E. Luis R. P.E. 1.sznvoORMRoLEv4SYdA& NC Z= 7 . L6251 a 0& 60OM09 rA1maQ4bntRprmm 1/2" MIN. EDGE DISTANCEADOEO 00CWPTON DATE APPROVED C7W1TS 03/08/12 R.l. REVISED PER New TESTING 10/15/13 R,L FRMIING 1 3/8• MIN. EMB MENT4 ADDED FLANGE INSTALLATIONSfA 12/06/13 R.L10 2X BUCK REVISED INSTALLATKM DETAILS 08/05/15 R.L. BY OTHERS1 3/8' MIN. 1/4• MAX. REVISED INSTALLATION DETAILS 06/22/17 R.L. 1/4• EMBEDMENT SHIM SPACErMAX. SHIM SPACE INTERIOR 1/2• MIN. 1110 WO ODjSCREW EDGE DISTANCE Jul I' EXTERIOR INTERIOR I, ap10WOOD SCREW A10 WOOD E SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT AU DOD FRAMING EXTERIOROR2XBUCK BY OTHERS WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X SUCK INSTALLATION1 BY OTHERS 1 3/8• MIN. EMBEDMENT 1/2• MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X SUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY, 2 PERIMETERAND JOINT SEALANT SY OTHERS TO BE OESIGNEO IN ACCORDANCE IMTH ASTM E2112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS om m owa No. F.A. 08-00503 sulc NTS I a"c 02/23/09 SH-6 OF 9 L. RO BERTO COMAS RE IAW WODOFORO RO LEWSMUE RC van a746!l.0609 a0Mz5daftfflew=M SIGNED: 06422/2017 b ve, 0 jt25 •k= SATE OF ; G?N: Luis R. Lomas P.E. FL No.: 6251 A METAL STRUCTURE BY OTHERS 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS CA I CPIIVPT "• r Gnwn 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTUREWSTALLA7TON NOTES: INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OESNGNED IN ACCORDANCE W MASTM E21 N2 I 2' MIN EDG EE DISTANCE I 1/4' MAX. SHIM SPACE OR 1/I2' LUNG MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS L TO BE SET IN BED OF PROVED SEALANT METAL STRUCTURE BY OTHERS 1 /4' MAX. r SHIM SPACE REWSIO«S Rev 06SOAVTION o0A APPROM ADDED CHARTS 03/06/12 R.L. 0 RENSED PER NEW TESmNG 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L 0 REVISED INSTALATION DETAILS 08/05/15 R.L E RMED INSTALAMN DETAILS 06/22/17 1 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLAT)ON MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS ORML owc No. F.A. 1 08-00503 scAaE NTS o"Te 02/23/09 p'W7 OF 9 L R06ERTOLOMtS P.E. 1av Vv0WFMD R0 LEwLSV¢LE. RC 2T= 43461Isosw 4wMwf*Lemelw. SIGNED. 06g2W 17 R! IL 04j11 0 PO 1 ••*= A F• - LvL S` 40R10,. 6• s ONA 11' i Luis R. Lomas P.E. FL No.: 62514 1 1/2' MIN. 1" MIN. CONCRETE/ SEPARATION EDGE DISTANCE MASONRY BY OTHERS 1 1/4' MIN. EMBEDMENT OPTIONAL 1X BUCK TO BE PROPERLY SECURED 1/7,w E NOTE 3 SHIM SPACE SHEET 1 ir 3/16' TAPCON EXTERIOR 3/16" TAPCON --\ MASONRY/ CONCRETE BY OTHERS INTERIOR 1 1/4' MIN. 1/4' MAX. EMBEDMENT SHIM SPACE 1' MIN. EDGE DISTANCE 3' , • MIN. SEPARATION 3/16' TAPCON SILL TO BE SET IN A BED OF APPROVED SEALANT CONCRETE/MASONRY BY OTHERS 1 1/4' MIN. EMBEDMENT 2 7/6' MIN. 1' MIN. SEPARATION EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION INTERIOR EXTERIOR OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 ROaamss RLv oc$cMpr4N att APPROVW A ADDED CHARTS 03/06/12 R.L. 6 REVISED PER NEW TESTING 10/15/13 R.L. G ADDED FIANCE INSTAULATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 00/05/15 R.L. E REVISED INSTALLATION DETAILS 06/22/17 R.L. J If JAMB INSTALLATION DETAIL CONCRETFi114ASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR MNLSHES BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WI TN ASTAI Ep 12 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA 17030 SERIES 430/440 XIX SGD 143" x 96' REINFORCED FLANGE INSTALLATION DETAILS owrlt ore No. F.A. 08-00503 semc NTS — 02/23/09 —8 OF 9 L ROBERTO LOMAS P.E. IM WOOO FORD RD LEW$VILLE NCI.= 4394seo6e 4a usowowu arlmm SIGNED: 0642212017 04, ENs ys1 i 6 pE OF a i0 PF• OR10*• ?: E S O;AL 11 G` Luis R. Lomas P.E. FL No.: 6251A 1 5/8• MIN. EDGE DIST. TRIM —` INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP — 1 1/4• MIN. EMBEDMENT I BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED II 3/16' EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM METAL STRUCTURE BY OTHERS TRIM —,,, INTERIOR HOOK STRIP AYVaIONS my oauaPlax MTc A AWED CHARTS 03/06/12 8 REVISED PER NEW TESTING 10/15/13 R.L. HRCADDEDFLAWAINSTALLATIONS12/06/13 0 REVISED INSTALLATION DETAILS 05/05/15 E REVISED INSTALLATION DETAILS 06/22/17 1/2• MIN. EDGE DISTANCE 110 SELF DRILLING SCREW 1/2• MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE 1 3/8" MIN. EMBEDMENT I HOOK STRIP a W000 SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK4 O00 FRAMING NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETERAND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 650 WEST MARKET STREET GRATZ. PA.17030 SERIES 430/440 XIX SGO 143" x 96" REINFORCED HOOK INSTALLATION DETAILS OR/wYN: owc No. F.A. 08-00503 stALc NTS — 02/23/09 —9 OF 9 L A=Rro LOW" P.E 1472 HOODFORD RO I EWISVA LE. ND 27022 47d4U40) rmma>IllIbbmala+.om SIGNED: 0&22/2017 N 51 R! iL10?i GENyF'9J1% TAT SE OF ; F•F ORICP• ' jS/OMA ` 1\ 0 Luis R. Lomas P.E. FL No.: 62514 Business & Professional Regulation SCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Slats a Facts I Publications I FBC Staff I BCIS Site Map I Unks I Search I bFI dda 111005%r v' Product Approval I USER: Public User Ir Product Approval Menu > Product or Application Search a Application Us t a Application Detail 0 OFFICE OF FL # FL9174-R12 SECRETARY Application Type Revision Code Version 2017 Application Status Pending FBC Approval Comments Archived Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850)475-6197 Mark_Garon@Overheaddoorcom 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 Ucense 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 Mark Garon Mark_Garon@Overheaddoor.com Mark Garon 3395 Addison Dr. Pensacola, FL 32514 850)474-9490 Ma rk_Ga ron@Overheaddoor. com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Evaluation Report - Hardcopy Received Gordon Thomas PE-46718 Intertek Testing Services NA, Inc. - QA Entity 12/31/2020 Jeffrey P. Arneson, P.E. Validation Checklist - Hardcopy Received FL9174 R12 COI Gordon Tomas COI 2017.PDF Standard Year DASMA-108 2012 DASMA-115 2012 Florida Ucensed Professional Engineer or Architect FL9174 R12 Eouiv WD2017-OO1R2 Evaluation Report - FL 9174.PDF Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval of Products Method 1 Option D 08/11/2017 01/02/2018 01/02/2018 FL # I Model, Number or Name Description 9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 11 0228-3189S8-P8 S-od Approved for use outside HVHZ: Yes FL9174 R12 11 307494 P11 Track Supplement Chart slaved pdf Impact Resistant: Yes FL9174 R12 11 324620 P16 Jamb Connection Senn sioned.pdr Design Pressure: +26.90/-30.80 Verified By: Gordon Thomas FLORIDA PE 46718 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001R2 Evaluation Report - FL 9174 PDF Created by Independent Third Party: Yes 9174.2 5120 16100 / 9100 *0229 16' Max width. 8'-9" Max height. Max section height 21". Glazing available In top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 11 0229-318959-P9 S.Ddf Approved for use outside HVHZ: Yes Impact Resistant: No FL9174 R12 11 307494 P11 Track Supplement Chart signed odf FL9174 R12 H 324620 P16 Jamb Connection SLDD sloned.odf Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used In the wind- borne debris region unless protected or unless structure Is Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports designed as partially enclosed or door Is a replacement door. FL9174 R12 AE WD2017-001R2 Evaluation Report - FL 9174 PDF Created by Independent Third Party: Yes 9174.3 5120 / 6100 / 9100 *0230 16' Max width. 8'-9" Max height. Max section height 21". Glazing available In top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL9174 R12 lI 0230-318960-PIO S-od FL9174 R12 II 307494 P11 Track Supplement Chart sign d pdf Impact Resistant: Yes FL9174 R12 I1 324620 P16 Jamb Connection SLDD sloned_odf Design Pressure: +25.90/-28.80 Other: Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001R2 Evaluation R oort FL 9174.PDF Created by Independent Third Party: Yes 9174.4 5120 / 6100 / 9100 #0231 16' Max width. 8'-9" Max height. Max section height 21". Solid only no glazing available. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 11 0231-318996-P6 S.pdf Approved for use outside HVHZ: Yes FL9174 R12 11 307494 P11 Track Supplement Chart signed ^df Impact Resistant: Yes FL9174 R12 1I 324620 P16 Jamb Connection SLDD sipned.Ddf Design Pressure: +30.00/-33.50 Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Other: Doors with glazing shall not be used In the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R12 AE WD2017 001R2 Evaluation Report FL 9174 PDF door. Created by Independent Third Party: Yes 9174.5 5120 / 6100 / 9100 #0234 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 II 0234-319022-P6 S.pdf Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +43.20/-49.60 FL9174 R12 11 307494 Pll Track Supplement Chart slpned pdf FL9174 R12 11 324620 P16 Jamb Connection SURD signed pdf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Other. Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174 PDF Created by Independent Third Party: Yes 9174.6 15120 / 6100 / 9100 #0235 116' Max width. 8' Max height. Max section height 21". Glazing available In top or Intermediate section. Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R12 II 0235-319023-P7 S.odf FL9174 R12 II 307494 P11 Track Supplement Chart sipned.pdf FL9174 R12 If 319040 PI Post Istall Instructions sioned.vdF FL9174 R12 11 324620 P16 Jamb Connection SUDD sloned.odf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use In HVHZ: No FL9174 R12 11 0232-318999-P6 S.odf Approved for use outside HVHZ: Yes FL9174 R12 II 307494 P11 Track Supplement Chart sipned.odf FL9174 R12 lI 324620 P16 Jamb Connection SUDD sipned.odfImpactResistant: No Verified By: Gordon Thomas P.E. FLORIDA PE 46718DesignPressure: +12.40/-13.80 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door Is a replacement FL9174 R12 AE WD2017-001112 Evaluation Reoort - FL 9174.PDF Created by Independent Third Party: Yesdoor. 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or Intermediate section. Limits of Use Installation Instructions Approved for use In HVHZ: No FL9174 R12 II 0233-319000-126 S.odf Approved for use outside HVHZ: Yes FL9174 R12 11 307494 P11 Track Supplement Chart slaned.odf FL9174 R12 II 324620 P16 Jamb Connection SUDD sianed.odf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used In the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R12 AE WD2017-001112 Evaluation Reoort - FL 9174.PDF Created by Independent Third Party: Yesdoor. 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 It 0236-319024-P7 S.odf Approved for use outside HVHZ: Yes FL9174 R12 11 307494 P11 Track Supplement Chart sioned.odf FL9174 R12 II 319040 P1 Post Istall Instructions sioned.pdfImpactResistant: Yes FL9174 R12 II 324620 P16 Jamb Connection Suop sloned.odfDesignPressure: +30.00/-33.50 Verified By: Gordon Thomas P.E. FLORIDA PE 46718Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-00IR2 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available In top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 11 0237-319025-P7 S.odf Approved for use outside HVHZ: Yes FL9174 R12 II 307494 P11 Track Supplement Chart sioned.pdf Impact Resistant: Yes FL9174 R12 11 319040 P1 Post Istall Instructions sianed.odf Design Pressure: +39.20/-43.70 FL9174 R12 I1 324620 P16 Jamb Connection SUDD sipned.pdf Other: Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001R2 Evaluation Report . FL 9174.PDF Created by Independent Third Party: Yes 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available In top or intermediate section. Limits of Use Installation Instructions Approved for use In HVHZ: No FL9174 R12 II 0600-319026-P5 S.odf Approved for use outside HVHZ: Yes FL9174 R12 11 307494 Pll Track Supplement Chart sianed.odf FL9174 R12 11 324620 P16 Jamb Connection Supp sianed.odfImpactResistant: No Design Pressure: +26.90/-30.80 Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Other: Doors with glazing shall not be used In the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door Is a replacement FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yesdoor. 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or Intermediate section. Limits of Use Installation Instructions Approved for use In HVHZ: No FL9174 R12 11 0601-319027-P5 S.odf Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: 9174.13 I5120/5140/6100/9100/9400/9600 0602 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure Is designed as partially enclosed or door Is a replacement door. 9174.14 I5120/5140/6300/9100/9400/9600 0603 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant. No Design Pressure: +23.00/-25.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. FL9174 R12 II 307494 P11 Track Supplement Chart slaned ndf FL9174 R12 lI 324620 P16 lamb Connection Sunp sinned odf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-OOIRZ Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 16' Max width. 10' Max height. Max section height 24". Glazing available In top or Intermediate section. Installation Instructions FL9174 R12 II 0602-319028-P6 S.Ddf FL9174 R12 II 307494 P11 Track Supplement Chart sianed.odf FL9174 R12 II 324620 P16 Jamb Connection SURD sianed.odf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001112 Evaluation Reoort - FL 9174.PDF Created by Independent Third Party: Yes 16' Max width. 10' Max height. Max section height 24". Glazing available in top or intermediate section. Installation Instructions FL9174 R12 11 0603-319029-P6 S.odf FL9174 R12 II 307494 P11 Track Supplement Chart sioned.odf FL9174 R12 II 324620 P16 Jamb Connection SUDD sloned odf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-00IR2 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.15 15120/5140/6100/9100/9400/9600 116' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or Intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R12 II 0604-319030-P6 S.odf FL9174 R12 iI 307494 P11 Track Supplement Chart sign d.pdf FL9174 R12 II 319040 P1 Post Istall Instructions slaned odf FL9174 R12 II 324620 P16 iamb Connection SUDD signed odf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-OOIRZ Evaluation Reaort - FL 9174.PDF Created by Independent Third Party: Yes 9174.16 15120/5140/6100/9100/9400/9600 118' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 II 0605-319031-PS S.Ddf Approved for use outside HVHZ: Yes FL9174 R12 II 307494 P11 Track Supplement Chart signed.odf Impact Resistant. No FL9174 R12 Il 324620 P16 Jamb Connection SUDD signed.odf Design Pressure: +15.30/-17.00 Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure Is Evaluation Reports designed as partially enclosed or door Is a replacement FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF door. Created by independent Third Party: Yes 9174.17 5120/5140/6100/9100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing 0606 available In top or Intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 II 0606-319032-P7 S.adf Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure. +30.00/-33.50 FL9174 R12 II 307494 P11 Track Supplement Chart sioned.odf FL9174 R12 1I 319040 PI Post Istall instructions signed.odf FL9174 R12 If 324620 P16 iamb Connection SUDD sianed.odf Verified By: Gordon Thomas P.E. FLORIDA PE 46718Other: Doors with glazing shall not be used In the wind- borne debris region unless protected or unless structure Is Created by Independent Third Party: Yes designed as partially enclosed or door is a replacement Evaluation Reports door. FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.18 I5120/5140/6100/9100/9400/9600 0609 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 18' Max width. 8' Max height. Max section height 24" Solid only - no glazing available. Installation Instructions FL9174 R12 II 0609-319035-P6 S.odf FL9174 R12 iI 307494 P11 Track Supplement Chart signed odf FL9174 R12 Il 319040 PI Post Istall instructions signed.pdf FL9174 R12 11 324620 P16 Jamb —Connection SUDD sioned.odf Verified By: Gordon Thomas P.E. FLORIDA PE 46718 Created by Independent Third Party: Yes Evaluation Reports FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yes 9174.19 5140/6100/9400/9600 40608 18' Max width. 8'-9" Max height. Max section height 21". Glazing available In top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 II 0608-319034-P5 5,odf Approved for use outside HVHZ: Yes FL9174 R12 11 307494 P11 Track Supplement Chart sianed.pdf FL9174 R12 11 324620 P16 Jamb Connection SUDD sioned.odfImpactResistant: No Verified By: Gordon Thomas P.E. FLORIDA PE 46718DesignPressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R12 AE WD2017-OOIRZ Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yesdoor. 9174.20 5140/9400/9600 #0607 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R12 II 0607-319033-P6 S.odf Approved for use outside HVHZ: Yes FL9174 R12 11 307494 P11 Track Supolement Chart sianed.odf FL9174 R12 II 324620 P16 Jamb Connection SUDD sianed.pdfImpactResistant: No Verified By: Gordon Thomas P.E. FLORIDA PE 46718DesignPressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door Is a replacement FL9174 R12 AE WD2017-001112 Evaluation Report - FL 9174.PDF Created by Independent Third Party: Yesdoor. Back next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an WEED employer. Cooyriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 45S.27S(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 small address which can be made available to the public. To determine jr you are a licensee under Chapter 455, F.S., please click JIM. Product Approval Accepts: Credit Card Safe June 15, 2017 Re: Florida Product Approval To Whom It May Concern: Certificate of Independence I certify that I meet the requirements of "independence" as it relates to Overhead Door Corporation. Specifically, 1)1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3)1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4)1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Sincerely, Gordon Thomas, P.E. FL PE # 46718 EVALUATION REPORT Title: Evaluation of Wind Load Sectional Door Assemblies Report #: WD017-001 R2 Manufacturer: Wayne Dalton A Division of Overhead Door Corporation 3395 Addison Drive Pensacola, FL 32514 Technical Contact Prepared by: Date: Dwayne Komish Engineering Manager Gordon Thomas, P.E. Mason, OH 45050 Florida # 46718 December 22, 2017 I. Introduction/ Scope D Ty No. 46M cr LU L t WO It STATE OF O•'•• FCORIOP.•' C' S/0NAI- Based on wind load test results for the FBC approved doors with paper/poly backer, the following evaluation will estimate the performance for similar size doors with equal wind load design pressures but steel backer design. The following doors under evaluation will be included on the latest revision of FL 9174. The following report evaluates the new overall door/component design as it compares to the door & components Florida product approval. IL Reference Material The following items were used to prepare the evaluation report: A. Florida Product Approval, FL 9174 B. Wayne Dalton Drawing No.253209, Rev P2, Backer Paper/ Poly C. Wayne Dalton Drawing No. 253211, Rev P1, Backer Steel D. Wayne Dalton Drawing No. XN17019, Dated 5/8/17, Raw Assy Detail, 9100 vs 9605 E. Evaluation Report, John E. Scates, P.E., dated June 10, 2011 III. Evaluation A. Wind Load Design The following analysis is for 20 different door configurations. All of the configurations listed in FL 9174 were approved with a paper/poly material (69# Kraft with 1 Mil off white PE) per WD drawing 253209. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005. ANSI/DASMA 108-2002 is equivalent to ANSI/DASMA.108-2012 and ANSI/DASMA 115-2005 is equivalent to ANSI/DASMA 115-2012. The following evaluation will substitute the paper/ poly material with a 32 gauge steel back per WD drawing 253211. The profile dimensions for both material types are identical. Since the mechanical properties for steel exceed that for the paper/ poly material, I would calculate that the deflection and wind load resistance for the steel back plate would be equal or better than the currently approved configurations. B. Product Comparisons The following chart shows the sectional doors that were tested & approved by the state wide Florida Product Approval and the change to the new backer material design. The following charts shows the doors under elevation. FL 9174.1 FL 9174.2 FL 9174.3 FL 9174.4 FL 9174.5 Model# 9605 9605 9605 9605 9605 Door Size xH . 9' x 8'-9" 16' x 8'-9" 16' x 8'-9" 16' x 8'-9" 9' x 8'-9" Design Pressure 26.901 30.80 psf 15.30 / 17.00 psf 25.90 / 28.80 psf 30.00 / 33.50 psf 43.20 / 49.60 psf Backer Type Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Drawing # 318956-P8 318959-P9 318960-P10 318996-P6 319022-P6 Impact Ratin Yes No Yes Yes Yes Table 1A — Doors under Evaluation FL 9174.6 FL 9174.7 FL 9174.8 FL 9174.9 FL 9174.10 Model# 9605 9605 9605 9605 9605 Door Size 16' x 8' 18' x 8'-9" 18' x 8'-9" 18' x 8' 18' x 8' Design Pressure 39.20/ 43.70 psf 12.40 / 13.80 Psf 18.50 / 20.70 psf 30.00 / 33.50 psf 39.20 / 43.70 psf Backer Type Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Drawing # 319023-P7 318999-P6 319000-P6 319024-P7 319025-P7 Impact Rating Yes No No Yes Yes i Table 1 B — Doors under Evaluation ` QN ' T QQ• ICENSFy0, No.467?8 '.yCA V J izjz3l 0, STATE OF = 11 ORIOP, . S N2 ' TONAL I0' . FL 9174.11 FL 9174.12 FL 9174.13 FL 9174.14 FL 9174.15 Model # 5145/9405 5145/9405 5145/9405 5145/9405 5145/9405 Door Size 9'x10' 9'x10' 16'x10' 16'x10' 16'x8' xH Design 26.90/ 41.00 / 15.30 / 23.00 / 39.20 / Pressure 30.80 psf 46.30 psf 17.00 sf 25.00 psf 43.70' psf Backer Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Type Drawing # 319026-P5 319027-P5 319028-126 319029-P6 319030-P6 Impact No Yes No No Yes Rating Table 1 C — Doors under Evaluation CENSE! 9( p N 46718 STATE OF W F FL 9174.16 FL 9174.17 FL 9174.18 FL 9174,19 FL 9174. '&, Model # 5145/9405 5145/9405 5145/9405 5145/9405 5145/9405 Door Size 18' x 10' 18' x 8' 18' x 8' 18' x 8'-9" 16' x 8'-9" xH Design 15.30/ 30.00 / 39.201 18.50 / 25,901 Pressure 17.00 psf 33.50 psf 43.70 psf 20.70 psf 28.80 psf Backer Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Steel, 32 ga Type Drawing # 319031-P5 319032-127 319035-P6 319034-P5 319033-P6 Impact No No Yes No No Rating Table 1 D — Doors under Evaluation C. Conclusion Comparing the doors under evaluation against the Florida approved doors, I calculate that the doors and hardware under evaluation will be subjected to an equal or lower load and will perform equal or better than the approved doors. The drawings cited above are an explicit part of this evaluation report. The text of this report can not address all design details (fastener size, spacing) but relies upon the illustrations of these drawings. I conclude that the construction shown comply with the structural requirements of the 51' Edition 2014) and 6t' Edition (2017) of the Florida Building Code. Certification of Independence of Evaluation Entity I hereby certify that (1) I have no financial interest in Overhead Door Corporation; (2)1 am an independent licensed Professional Engineer in the State of Florida and; (3) 1 comply with the criteria of independence as stated in 61 G20-3.009 (3). F.A.C. and 61G20-3.009(4), F.A.C. 3 June 15, 2017 Re: Florida Product Approval To Whom It May Concern: Certificate of Independence I certify that I meet the requirements of "independence" as it relates to Overhead Door Corporation. Specifically, 1)1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2)1 (my business) is not owned, operated or controlled by any company manufacturing or distributing"these products. 3)1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4)1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Sincerely, 44 L,:Z4 Gordon Thomas, P.E. FL PE # 46718 41 L NEON- MPACT RESISTANT CIAR/C 0F000 - .090' M011M 350 GLAZING N MOLDED FRANCS SCREYED 13 CA KCHG AMC. TOGETHER WIN A M.XINM Of (9) ISO' SCREIYS VISTALLED N TOP OR INTERMEDIATE SECTION (VAIN OR IATOUT KCORAW4 NSERTS) MELTS UNIFORM STATIC 13 W FLAP ANOL• DESIGN PRESSNRS SHOWN ON INS DRAWING. GLAZING SHALL NAME A MANYUM NMI OF 1175• AMID A MAXIMUM LENGTH OF IL73. GAZING IS NOT IMPACT 14 W WN MM. RESISTANT ANO DOES NOT MEET ME REQWIEMENTS FOR TRACK IIIN0••90ME 019W REGION& 5/14a1-S/S' 1 OVACT RESISTANT GLAZING OPTION - IMPACT I. SICKEN RESISTANT GLAZING SYSTEM MAY BE INSTALLED BI TV AN 3 AS OR INTERMEDIATE SECOOM (YIN OR WTMOR DECORATIVE SHORN) CZRTLNC SHALL BE t/4' WGCRNAN-AR IB CA IN LENT PTE OR EQUAL QA]!N: SIAt1 MALE A TRACK MAXIMUM HEIGHT Or 15.21• AND A MAIOYLN LEICM OF 3CLiW. G AZM IS GNACr RESSTANT AMC DOES MELT ME RFaRRWENTS FOR WND-BANE DEBRIS REG=& 3,AS.1-S/B• ua SEE OCTAL E ON SHEET 2 FOR ASSEMBLY DETAILS, SCREW AT EACH GLAZED SECTION REOUSRS RPNFORCOICNT BRAOffTS JAMB BRACKET ATTACHED TO U-BAR ON UPPER INTEGRAL Me (SEE OCTAL 0 SHEET 2. 1S CANU J-ST $OREM TO LOWER OITFTRAL RIB orCION AND OPORAIOR ST" TO BE 1/ 4-20b/1B' TRACK' BOLT AND I 4-20 HEX FACTORY INSTALLED. GISTALLOR SHALL FIELD SMALL (1) TUT AT EACK a 4AMB SELF DRILLING CRBe'TTE SCREW TO ATTAC I BRACKET LOCATION C J-S T TO THE INTEGRAL KB AND OPERATOR ST E AT ME CENTERUME OF ME 00011 PER DETAIL F ON SLEET 2. 3. MMIL OR WOW DOOR STOP NMEO A MA)BNUM OF r D. C. MUST OVERLAP TOP AND BOM EPOS OF AM$ WO11IM 7/19' TO MEET NEGATIVE PRTSSRIEL 4. KEY LOCK SUOE LOOM OR OPERATOR REOUREO. IS 0A STIFFENER S SECTION SMALL K CORSTRIICTfD WIN FOAMED N JAMS BRACKETS PLACE POLYINETHAKE FOAM NRRATION CHEMICALLY SEE SCHOLOULE FOR BONDED To 30 W 64MM FACER STEEL APO A OUAMTY. LOCATION. POLMAMNATE SACKER. Oft OL R32CASTEELBACLENDAND TYPO CAP TO MAW: A MlMmw 1.1. DEPTH. 4. THE DESIGN OF ME WPPORTNO STRUCTURAL KEY LOOS OR SLID[ LOCH ELEMENTS SHNL BE I WQNSOUrY OF TIE IE IKCMBOTHOIL Nor PROFESSIONAL OF RCFOR THE eUAONC OR 0EaR1Ep VAIN OPERATOR STRUCTURE APO N ACOORGANCE WM CURRENT SURONC SEC NOTE 4 SLIDE CODES FOR ME LOADS LISTED ON MS ORAIMNO. LOOK SHOWN FOR 7. DOOM JAW TO BE MINIMUM 24 STRUCMIAL BRACE fOR CLARIFY B4CKTL• + M OLID ATTACJMWTTTO SUPPORTING SIWIC ^ SIIMIOQNT rr 2 FOR U- BAR LOCATIONS L LOUVER OPTON - . OW UPIRM LOUVERS N MOLDED CK DOORS VAM OMER SECTION WANTITES NO FRAMES SOIEMEO TOGETHERWINAMHOSIMOF (4) SEE MOTO I NO 2 ON Sal' SCIRI SNSTALLEOGITHEBOTTOMSECBOKTHISSHEETFORGLAZINGLOUVERSARENOT IMPACT RESISTANT AND 00 NOT MEET REQUIREMENTS FOR RAND - BORNE DEBRIS REaONS. OPTIONS.THE LOUVERED SECTION REQUIRESOPOIATQR S'RE To 6E EA-V N. LcTMIM AT SW EMIFALNE OF THE DOOM. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAx ND ROIT 101U10RY LOAD EACH JAMB (PLC µ'-0• ALL r207.7 -13a4 H-0• ALL ZOLB 1Y-0• ALL 4155.4 -1 B lo'-o• ALL 1283 -144A LLLLtl I11JEKNNNJN o PyN cFxs o:Q L NO. 77045 p0 STATE OF mni(IelalNOd L. t iN01AN0°R`i10PE ao1w aFE T/ R.a a R NTw PWCBgmK 0411lon SEAL PWAX0 ONLY FOR YRn" Iml or M.D1om GWSTOXI IN go," 11[QI01E0 dH DOOR warim5-LC3e TAW OR EQUAL TO Ir- G'. JAMB BRACKET SCHEDULE ODOR HEIGHT N0. OFS OF "usEEACH JAW TRACK K TYPE BRACKETSNEASRWFROM BOTTOM OF TRACK (ALL DIMENSIONS ! 2') r 4 1 B G a I O 23.1 JB . 34 a5 a A. Q-1BFAT a44Nr a21- 0' S e O a Ir a a 34 a 47- 4 a. SB• JOB a e'-G• 6 S FAT a Io a 21-3 4 (A). 21-3 4' CAL 46 a 57-1 4• ee 6 73-1 a B-0' CK UFT PITCH SEE NOTE BELOW ITCH "1"00 OREO PANT 70 NUMBER 7ENENS AND CENTI xa RVOWCO FOR R011m DOOR "MY 1 S/10/0B ADDED IMPACT ISTANCE TO DOOR. FOR LNR r2. TEXAS IToT e'- r. ADDED W71 AIO ROOF Prta XKNOTE. 7/a2/ Oe UPOAICO ORE BLOCK EL FOLLOWING ONERSCH OENOIES SLOTTEDJAMB BRACKET ATTACHED TO TRACK WIN 1/4-2Od/14• TRACK SOLT AND NUT. FOLLOYMC 01YCHSIGN DENOTES DUCK INSTALL "0 BRACKET INSTALLED N SLFTEAFLY SLOT. NO ADDITIONAL MAROWARE NEEDED M ATTACH TO TRACK. DOORS WIN MICH UF7. ROOF PITCH. AMC/OR GRATER THAN E N RELENT REOUIRE UN OF CONTMIOUS WALL ANAL SEE SIPPL04W TRACK CHART FOR OCTAL& STATIC PRESSIWE RATINGS APPIROYEO SIZES SCALE N.T.S SIZE A Wayne DESIGN PSF : +2190/- 2L00 MAX NmTIi: 18'-0• DATE NAME TEST Psrk r3L65 -43. Z0 YAK NOGNT: e'-B' DRAY01 3/e/Oe GIRT QDalton. IMPACT/CYCLIC RATED ( YES/NO: YES[MAX SECTION HETGNT. VICKECKEO 4/6/06 1 NRB GARAGE DOORS MODELS 5120/ 9100/9605 SHEET 1 OF 2 01,001 OF KKEIUEAO Do" CCU DRAWING PART NO. REV. 17s A FLON CABLE aKSAoa t /LOIBW 31n14WINOLOApSPECIFICATIONOPTIONCODE 0230 318960 P10 13 W ADJUSTABLE TOP PLACE U-BM OWA INTEGRAL RO 13 CA ADJUSTABLE iDHNK1C ATTACKED 10 WITH MC (S) P16i-PVNCMLD LOP i1(iWB; PRE -PUNCHED ROlf3 1 MOLES EACH ENO FACING IIPWARO N OOTTOY OF 11-•BM AND ATTACK TNRU ENO CAP AT VAIN (I) 1/4-14d/6' EACH ENO WITH (1) 1//-1 7/e' / CRIPITTE SCHEWS SELF DMIWNO MPTITE SCREWS r FOR STANDARD TRACK AUD (3) K//._Kaa7/e• SLF oREIpC O CYOPIKR SCREY6 FOR LAN • HEAOROM MACK (7 OF WOW ?. ARE USED 10 ATT THE TCH DETAIL A BRACKET AS 91"). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SIDE ATTACHED TO REGI P-PVNEO HOLES ESTOP OF V-BAN U-BNK OYFA INTEGRAL DB VITH WITH ( I) 1/-lad/d CIDPn7E Sd1EM. TIE (B) PIE-PUICHED HOLES EACH ENO USE G NONE IN SURE i0 ENSUE KRONA UPWARD AND ATTACH THRU END PROPER AUGM04T OF RTC CAP AT EACH ENO WITH I 1 4-14P7/6' SELF DRILLING CEPME IS GA MINES ATTACHED fkcmnON' U-BM RACED OVER TOP WITH ( 4) 1/4-14.3)W DB ON THE BOTTOM SECTION SMALL OR CRIMP SNRENB (I In BE ATTACHED MIDI ITm CAP AT EACH VSECH ME PACTGRY ENO WTH (I 1 0-147/6 SE1f oRALINC ATTACHED) COMWPRTE SdETT LouTED ON THE BOTTOM " CC O' THE U-4M I' " TLC" 3TORKGARO I M ATTHE ARANCESRU 1H T ROLLER WITH U-BARS, ALL U-BMS SNKL E INSTALLED ON SECTIONS MOOR TO 1 0 a- 1/2 51EM TAIL 9 Im ewe iMRGUER ADLS g 0TOP I: a -ewe 16 CA NONE ATTACHED U_vAROVER AATTTTACHWITH ( 6) 1/4-IGd/B• 7Of INTEGRAL RE ND VAIN ( I) 1/4-I04/6' 0401 ARITIEE ARErACM T SOMA" THAU PRE-W CEDDHOLES AT ATFA 3 OF V AREE0. 3 OF WHICH EACH UTI MEOATE MINCE ME RELO IL INTO FIELDLOCATION ( i THOU FIANE APOINSTOFTOPLEAF. APO 1 OF K OAR MO BOTPGH MUCH C RELO INSTALLED HALE LEAF A O t SHOVER T HRU HIE-FRRICIED HCLE WEB OF U-BAR AND IN U DETAIL WRCIAL RE OF SECTION) C II CA BOTTOM BRACKET rACIORT ATTACHED FIM ' P 3 1 E14A= PLACE U-SAR OVER NIECRAL R9 WTH NOTCH DON/ TO CLEAR BOTTOM BRACKET AMC ATTACH DOW END CAP AT EAST DD mM ((1) 1/4-14 7/- SELF ORSAMO CRNWPTIE SLEW AB rOR IMPACT ASSISTANCE, SHOW AND ICE (1) 1/4-14 7/S' ULF GOTTEN BRACKET MUST BE SCREWED TO 111E BOTTOM . • DRILLING CRIMPS IE SXEIT ACROSS THE BOTTOM OF THE BOTTOM U-M AT U- BM NTH EACH PONE-PUNOEO MOLE AT MY 14- 14gg SQF AIL 0 NINE LOCATION. USE (I) 1/M10d/B' p(Z) R CIBM INTE SCREW AT ALL OTHER SEE IMPACT BRACKET PRE-PUMC CO ROLE UXABONS. OETAIL THIS SNW, AA QyaQ • LLCHeNSF'• , ,ip No. 77945 *' IT - 0 ; Q : STATE OF ` ANAL AA1( 111NHIL111 HIIYWM A KOM»< PC 7E 43*"TV RIND IK NOINT MPL VAN FL R 71443 Ts PE 11741E RMNESSOM EMITS" SEAL PA0IDHR OL7 FOR WARCAI M Of W4MAM C&OTRAININ OTAL 4 MIN STAINLESS WITH STAINLESS BACKED RUBBER WASHERS as TEACAKE I SIRIICTURLL FAUX SEED A_ - P DETAIL E USED ONLY ON IMPACT GLAZED SECIM - 11 CA REINFORCEMENT , BRACKET ATTACHED WIN () 1/hla 7/6' ` CNMPITE SC nm" (i THROUGH BOTH BRACKET APO U-SIN) T QEIdIL.SI 1 1/ 4-14L7 SELF DRILLING CBMPOR W AT CENTER LINE OF ODOR TOM J-STRUT t OFERATGR GRAOKCT. tmjr J- STRUT t SCREW ONLY PAWNED ON IMPACT GAZED SECTIONS. SEE ROTE ATTACH BOTTOM BRAMY To BOTTOM U-BAR NTH (Z) P 1/hla 7/6' SELF OIIAUNO COMPnR SCE1r5 IMPACT BOTTOM 8RACKET PI CHANGES TO GENERAL FORMAT AND CIANGEO U-SM FASIENEN GYP( AT ENO CAPS AND BOTTOM RETAINER. CHANGED CENTER MINCE CAUE AND ADDED LOUVER OPTION. CHANGED STRUT HOUITYIcAnom 1ETHoo FROM COLORED PAINT 10 STAHPEO NUMBER. CRT 3/ 6/06 PS ADDED SUPERIMPOSED DESIGN PRESSURE LDABS CH SUPPORTING STRUCTURE AND3) SECTION DOORS CLARIFIED NUMBER OF MTN (S) 3. IB GA. FASTENERS MO CENTER HIKES REQUIRED FOR 6O K31 U-BARS LOCATED OVER INNTEO K RIBS AS HMROW ER DOOR WIDTHS. MRB 5/ 104" B ADOEO IMPACT RESISTANCE TO ODOR. 7N ODORS AVOID MODEL 4100. 3', IS GAMODIFIED NOTE B TO BARS THAT AT LOUVERSDYER NOT IMPACT TIES AS IZMANT. tU-Bu MIME NATrs 1. ALL V-BARS SHALL BE PLACED OVER INTEGRAL TIES AND ATTACHED TRU PRE-FUNOHED HOLES MIN (I) 1/4-144/6' CIMPTIR SMWS AT EACH INTERNEOIAR NENOE LOCATION, (I) 1/4-14 7/6' SELF DRUM OIIYPITE SCREWS AT EACH ENO CAP (EXCEPT BOTH U-BARS MIN BOTTOM SECTION - SEE OCTAL B AIO D 7M STEM (Z) 1/r14A6/e' CRIWTIIE SOWNAPPROXIATMY iWWAY SIEMER END O' DOOR AD INTERMEDIATE MINCE LOCATOK AND (1) 1/4-14.5N CONPOTE 90" APPROXIMATELY O• FROM EACH END. FOR DOOR WIDTHS GREATER THIN Ir-0'. THERE SMALL BE A TOTAL OF (20) SdEWS ATTACKINC EACH U-SAR EXEPT BOTH U-SARS ON GOrMM SECTON SMALL NAVE A TOTAL E (16) SCEWS EACH. FOR ODOR 160MS LESS TMNAn aA O AL TO THERE SMALL BE A TOTAL OF (16) 9CALA5 ATTACKING EACH U•SAM EXCEPT BOTH U-SARS ON BOTTOM SECTION STRUCTURAL DECORATIVE SMALL HAVE A TOTAL Of (14) SCREAB EACH. R WIDOW TRW L NTH THE EXCEPTION Or THE (6) PINE -PUNCHED HOLES N IgLI'CMBONATE THE TOP Of EACH CAP USED FOR ATTACHMENT Or THE HOLLER BLADES AND INS O PKIE-PUNC 00 HOLES IN THE BOTTOM Or EACH DD USED FOR THE ATTACHMENT OF THE TOP FWFURC AND UNLESS NOTED OTHERNSE ON THIS SPECIFICATION GUANO. ALL PRE - HNC EO HOLES N ALL U-QARS SMALL BE ATTACHED TO THE DOOR 1017M 1/4-141d/r USAPnTE SCREWS 1 1S CA U-BARS SMALL BE STAMPED ' W APPROXIMATELY 6' FROM EACN ENO. Wayne Dalton. GARAGE DOORS UDARO TIRE 0. 01:14I K 6/zE/TG MODELS 5120/9100/ 9605 SHEET Z OF 2 DRAWING PART NO. I REV. 1MNOLOAD SPECIFICATION OPnON CODE 0230 318960 P10 PLICE PLATE LOCATION e SEE SCHEDULE Y 14" MAX 1 12" MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. OWAVM A KORIM, PE 4076 Cou"w ROAD IRO MOUNT IOC " TL 7r 77943 TM /E 117US PR01FS9OIAL 0100DCS SEAL PROOEO ONLY FOR VDm1CATTON 07 "WOAD OOWPUCTION OETAR.S CLIP DETAIL CUP LOCATIONS SEE SCHEDULE 13 GA MIS CONTINU01 WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RIVITS---- 11 GA MIN CLIP SEE SCHEDULE- R SW 0 28 13 GA MIN CONTINUOUS WALL ANGLE O •' • ; N ; NO. 77945 : Z of ' tvA oRIOA pNqL ENG. 1 7 1 11111 \\ CK 1/4"-20 TRACK CARRIAGE BOLT H 1 /4"-20 NUT 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT 11 GA MIN CLIP SEE SCHEDULE 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOT MAX PSF 9'-0" 46 0 PSF 52 0 PSF 16'- TRACK TRACK 0" +46.0 PSF -52.0 PSF ay O 0" +46.0 PSF/-52.0 PSF ton A®OR% 3395 ADDISON ORIVE SUPPLEMENT CHART PE" 8)474-9090 34514 REVISIONS ANGLE 12 FOOT 1TED B/11/03 IPOATED FORMAT. CASED ALLOWABLE OTIRES TO 00/-SLOO PSF FOR DOOR WOTNS RED 'TEXAS WALL i' TO "CONTINUOUS ANGLE•. ADDED iTRAIE MOUNRNC Il, CHANGED TO I H0 ANCHORS 4/2/07 NANCCO FORMAT. b MODELS 0000 0024 WI1N OVERLAY RACK CUP OULE. 6/21/07 i CUP 10/05/07 UPDATED CHARTS TO MATE THE USE OF i #9CLIP CED ACROSS THE IRO). 10/24/07 XPANDED 1-1/2• TO IO• DOOR THICKNESS IT UP TO 14' HIM 12/11/00 UPDATED TITLE k 0/2/10 11/15/13 UPDATED TITLE x 5/15/17 SHEET 1 OF 2 DRAWING PART "0. IN. 307494 P11 REVISIONS ANGLE 12 FOOT 1TED B/11/03 IPOATED FORMAT. CASED ALLOWABLE OTIRES TO 00/-SLOO PSF FOR DOOR WOTNS RED 'TEXAS WALL i' TO "CONTINUOUS ANGLE•. ADDED iTRAIE MOUNRNC Il, CHANGED TO I H0 ANCHORS 4/2/07 NANCCO FORMAT. b MODELS 0000 0024 WI1N OVERLAY RACK CUP OULE. 6/21/07 i CUP 10/05/07 UPDATED CHARTS TO MATE THE USE OF i #9CLIP CED ACROSS THE IRO). 10/24/07 XPANDED 1-1/2• TO IO• DOOR THICKNESS IT UP TO 14' HIM 12/11/00 UPDATED TITLE k 0/2/10 11/15/13 UPDATED TITLE x 5/15/17 SHEET 1 OF 2 DRAWING PART "0. IN. 307494 P11 2 3/4" t1" REVISIONS EDGE GIST TRACX-CLIPS-TEXAS WALL ANGLE 12 FOOT E60XX MIN. 1 8 2-24 UPDATED BP,18/11/03 1 /8 2-24 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO MIN 3/16" THICK 48.00/-52.00 PSF FOR Au 000R "OTHS. STEEL FOR MOUNTIN CHANGED 'TEXAS WALL AMC,_ TO 'CONTINUOUS 5 16 x 1-5 8" WALL ANGLE HALL ANCLf. ADDED STRATE MOUNTING LAG SCREW OR DETAIL CHANGED To EQUIVALENT INTO TITE M NO AN ORS CRT +/2/07 MIN 2 x 6 NO.2 SPF (G=0.42) OR _ _._ TRACK CLIP PA CHANGED FORMAT. AWED MOOS 9800 BETTER AT EACH 1/4-20x9/16" AND 6024 WITH OVERLAY TRACK CUP HOLE OR PAIR OF TRACK BOLT AND SCHEDULEULE GIRT CH D/21/07 HOLE LOCATIONS 1/4-20 HEX NUT PS UPDATED MODELS LISTED IN CHARTS MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL S11P0CHEEODUATEGLESSPLICE'` ° CLIP 9/06/07 2 3 Q" OPTIONAL: WALL ANGLE MAY BE P8 UPDATE MOUNTING MIN EDGE DUST ATTACHED TO SUPPORTING STEEL AIQ S NGS. WITH MIN. (1) 1/4-20x7/8" SELF P7 UPDATED CHARTS TO DRILLING SCREW WITH 1" O.D. T 1IE tu iREPLACCEED WASHER AT EACH HOLE OR PAIR OF N1i" ; A( THE HOLE LOCATIONS IN LIEU OF WELDING BOARD). OLP 10/2+/07 P8 UPDATED STEELd•'. MOUNTING DETAIL MRB 04/11/06 4C PS EXPANDED 1-1/2' TO 1-3/8• DOOR THICKNESS CHART UP TO 14' MICH. CRT 12/11/05 3/8" SIMPSON TITEN HD, PIC ADDED MODEL 8700. UPDATED TITLE BLOCK 2-3/4" MIN EMBED INTO GRT O/2/10 MIN 2000 PSI CONCRETE P11 UPDATED TITLE BLOCK. REMOVED CHART. AT EACH HOLE OR PAIR CRT 11/15/13 OF HOLE LOCATIONS 1 P12 UPDATED TITLE mm WALL ANGLE \/// J Ko ESC 5/15/17 1/4-20x9/16" • -(NE TRACK BOLT AND P•' iICENsF••.!L kCONCRETEMOUNTINGDETAIL1/4-20 HEX NUT O TRACK CLIP _ * : NO. 77945 : 5- STATE OF s ORION '' xl ` ONAL ENG• WayneDATE NAME mDalton. OMRAWNECK 8/21/07 GIRT 457 n sTE COUNTY ROAD u° i GARAGE DOORS C" T e/21/07 MRB 2 2FLPE77H01EPE117US FRO1E390IAL E47NQA'S 7-4 PROV101n OILY FW VMnCATION OF 1IPOLOAD COMMUCTM KTN1S TRACK SUPPLEMENT 3395 ADDISON DRIVE PENSACOLA. FLORIOA 32514CHART DRAWING PART NO. REV, 307494850) 474-9890 1 P 11 Wayne Dalton. 3393 ADDISON DRIVE PENSACOLA. FLORIOA 32514 B50) 474-9890 0\ 111111111/1// ANE J•KoP. V1cENSF •.'L . No. 77945 • y 0 STATE OF • t sS•'c40RION . 'G NAL E UWAYAE 1 KORN1151m. PE 43" =UWV ROAD .40 MOYNL IOPL OKO FL K 7T343 n K 117458 PROFESSCMAL DOWD" SEAL PROVOCX ONLY FOR VCWMADON OF RINOLOAO OOf41RY000M OLTAAL 0' MA MISF I- DOOR WIDTH MINMUM 2r6 /3 Q HEADER LOOK SOUTHERN E BRACKET LUMBER. 4• a• 2) 3/8' SIIPSON TITER NO SCREW ANCHOR WITH A 1 1 4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4- AND A MINIMUM EDGE DISTANCE OF 2-3/4'. DETAIL MINIYl1M 2500 P9 COMCOFYF NOTE, MAXIMUM DESIGN LOAD CAPACITY OF 2065 LOS. SEE DETAILS 1, $ AND 3 REQUIRED FOR VERTICAL AREINFORCINGHEAVER Lim BRACKET 4• J 4) 3/0• SMPSON TITEII NO SCREW ANCHOR WTN A 1-1/4' WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2- 3/4- AND A MINIMUM EDGE DISTANCE OF 4•. DETAIL MINWlR1 f000 P51 cBotrt Flll Fft f]Itl NQIE: MAXIMUM DESIGN LOAD CAPACITY OF 2400 LOS MINIMUM 216 /] i. HEADER LOCK SOUTHERN PINE BRACKET 1- 1/2- J "-1/Y "I 4) 3/e' CIA. LAO SCILEWS WITIt 1-1 4' O.D. WASHERS. LAO SMALL HAVE A MINIMUM PENETRATION OF 1- 9 2• INTO THE MAIN SUPPORT MEMBER OFTUL 33 MAXIMU5I. O AD CAPACITY OF 2430 LOS. SHEET I OF 2 rNcrrcn P17 UPDATED TITLE BLOCK ESC 6/tS/17 NAME JAMB CONNECTION SUPPLEMENT ORAWING PART NO. REV. 324620 1 P16 Wayne Dalton. GARAGE DOORS 3395 AOOISON ORIVE PENSACOLA. FLORIDA 32514 850) 474-9890 MIN 2500 PS CONCRETE WX MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD Of THE STRUCTURE DESIGN 2 3/4- OF SUPPORTNC STRUCTURE SMALL MN EDGE DIS BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RE FOR THE STRUCTURE r '• w 4 4 3/8' SIMPSON A 2-7/4' MN E6' BETWEEN JABRACKET LOCAJAMBBRACKET 1/4-20N9/16- TRACK BOLT A 1/4-20 HEX N TRACK dRFCT O1NdFf7F' MOUNTING MAIL AOSWAMPSEMOUNTHOPCOONO FL PE 77143 O R 11706 PWIFES ZONAL EKGNOOI'S SEAL PROVIDED ONLY FOR VMFICAnaK OF WOUTAO CONSTROCTION OCTAAS MIN 2 A 4 WE (0-a42) OR BETTER WALL STUD BQ7E; MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 5/16' LAC SCREW WITH / 1-9/32- EMBED N CENTER OF STUD V 1/4'T FOR EACHJAMBRAELOCATION JAMB BRACKET 1 4-20K9/16' ACK BOLT AND 1/4-20 HEX NU TRACK ONIPCT Waon MOUNTING• DETAIL MAY 4i0 RC PEA AI ELimum SHEET 2 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS P17 UPDATE] TITLE BLOCK ESC 6/15/17 1 i OA ORAMTING PART NO. REV. 324620 PiGil IF Florida Building Code Online R o. P Business 8 Profe-ssional Regulation BCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge : Slats & Facts I Publications I FBC Staff I SCIS Site Map I Links I Sear a Product ApprovaldbprfUSER: Public User Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail 0•i:ra @a FL # FL19715-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Silver Line Building Products Corp. Address/Phone/Email One Silverline Drive North Brunswick, NJ 08902 651)264-4178 Nicholas. Kopp@andersencorp.com Authorized Signature Nicholas Kopp Nicholas. Kopp@andersencorp.com Technical Representative Jon Berrian Address/Phone/Email One Silverline Drive North Brunswick, NJ 08902 732)435-1000 jonberrian@slbp.com Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Hermes F. Norero, P.E. Evaluation Report Florida License PE-73778 Quality Assurance Entity Window and Door Manufacturers Association Quality Assurance Contract Expiration Date 12/31/2019 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Standard AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 ASTM E1886 ASTM E1996 ASTM E330 TAS 201 TAS 202 TAS 203 Year 2011 2008 2005 2012 2002 1994 1994 1994 I I Sections from the Code https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtvA%2bxmzklhGufBV5nRNMfolDM5dhG310CYhzgZSGolvg%3d%3d 1/2 1/2/2018 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 06/16/2017 Date Validated 06/16/2017 Date Pending FBC Approval 06/22/2017 Date Approved 08/08/2017 Date Revised 12/18/2017 u r u • FL # Model, Number or Name Description 19715.1 Series 2900/4900 Single Hung Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See Installations Instructions and Product Evaluation Report for design pressure tables and limitations of use. Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure. N/A Other: See Installations Instructions and Product Evaluation Report for design pressure tables and limitations of use. 19715.3 Series 70 Model 2127 Single Hung Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See Installations Instructions and Product Evaluation Report for design pressure tables and limitations of use. 19715.4 Series 70 Model 2127 Single Hung Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure. N/A Other: See Installations Instructions and Product Evaluation Report for design pressure tables and limitations of use. Extruded Vinyl Single Hung Window Installation Instructions FL19715 R3 II SWD002 SS 2017-06-15.Ddf Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 R3 AE PER4875 SS 2017-06-14.odf Created by Independent Third Party: Yes Installation Instructions FL19715 R3 II SWD012 SS 2017-06-14.Ddf Verified By: Hermes F. Norero Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 R3 AE PER4807 SS 2017-06-14.pdF Created by Independent Third Party: Yes Extruded Vinyl Single Hung Window Installation Instructions FL19715 R3 II SW12010 SS 2017-06-14.odf Verified By: Hermes F. Norero Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 R3 AE PER4805 SS 2017-06-14.Ddf Created by Independent Third Party: Yes Extruded Vinyl Single Hung Window Installation Instructions FL19715 R3 II SWD011 55 2017-06-i a nrif Verified By: Hermes F. Norero Florida P.E. 73778 Created by Independent Third Party: Yes Evaluation Reports FL19715 R3 AE PER4806 SS 2017-06-14.odf Created by Independent Third Party: Yes Bak Newt 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 sen electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email adds 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 wl6 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 licen: under Chapter 455, F.S., please click hCM. Product Approval Accepts: M®®.ek M Credit Card Safe htips://floridabuilding.org/prlpr_app dtl.aspx?param=wGEVXOwtDgtvA%2bxmzklhGufBV5nRNMfolDM5dhG310CYhzgZSGolvg%3d%3d 2/2 ONE (3) INSTALLATION ANCHOR is REQUIRED AT EACH ANCHOR LOCATION SHOWN THE NUMBER OF INSTALLATION ANCHORS OEPICTE01$ THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM S12E U$TEO. I"STALL INOMDUµINSTALLATION ANCHORS WITHIN A TOLERANCE OF tin INCH THE DEPICTED LOCATION A SPACING IN THE ANCHOR LAYOUT DETAILS LE. WITHOUT CONSIOERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NOCT, SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR V/TTH LOAD BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM STACK TO BE 313 INCH. SHIM WHERE SPACE OF V16 INCH OR GREATER OCCURS SNIM(Sl SHALL BE CONSYRuCrEO OF NIGH DENSITY PLASTIC OR BETTER FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE LIB WOOD SCREWS OR 11 GAUGE ROOFING NABS OR 10d COMMON NAILS Of V FI NT LENGTH TO ACHIEVE 1- INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. INSTALLATION SNAIL MAINTAIN MIN, 3/B' EDGE OISTANCE. FIN INSM - ATION: FOR INSTµLAMN INTO METAL STUD USE FB SELF -TAPPING SCREWS. OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 N-ETrAT(aN BEYOND METAL WALL INSTALLATION SKMA MAINTAIN MIN. 3/B' EOGE DISTANCE. THROUGH FRAME INSTALLATIOFt FOR INSTALLATION INTO WOOD FRAMING USE RIO W000 SCREWSOF SUFFIOENT LEMGTNM TO ACHIEVE I.1/21NCH MINIMUM EMBEOMENT INTO WOOD SUBSTRATE THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCIC TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3 161NCH DIAMETER ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.1H INCH MINIMUM EMBEOMENT. INSTALLATION SHALL MAINTAIN MIN.1 V4!EDGE OISTANCE. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 010 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM O READSPENETRATION BEYOND METAL WALL• MINIMUM EMBEOMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER AND SIDING. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES: 1. THE PRODUCT SHOWN HERON IS DESIGNED AND MAHWACWREO TO COMPLY WITHTHE GTH EDITION FLORIDA BUILDING COOS (FBCL EXCW04NG HVMI AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAM0VW0MA/CSA101/1S UA4t043Al 2. ADEQUACY OF THE OUSTING STRUCTURAL CONCRETE/MASONRY, ZX FRAMING. AND METAL FRAMING AS A MAIN WINO FORCE RESITTING SYSTEM CAPABLE OF WITHSTANDING AND TA MMARING APPLIED PROOLICT LOADS TO THE FOUNDATION IS THE AESPONRBIUTY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. lX AND ZX SUCKS (WHEN USED) SHALL BE DESIGNED AND ANCIOREO AS SPECIFIED MERLIN. REFERTO $MEET 6 FOR FURTHER DETAILS OF BUICI INSTALLATION. A, THE INSTALLATION DETAILS DESCRIBED HERON ARE GENERIC AND MAY NOT REFLECT ACTUAL CONOMONS FOR A SPECIFIC SITE IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-MIMZ AREAS, IN HVW AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MIAMWWE REA OR AHK. S. APPROVED IMPACT PROTECTIVE SYSTEM if REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL PVC FOR HOLLOW BLOCK AND GROUT FILLED SLOCIL DO NOT INSTALL 7. IN ACCORDANCE WTTH THE 6TM EDITION FBC, WOOD INSTALLATION ANCHORS INTO MORTAR 101NT5. EDGE DISTANCE 0 MEASURED COMPONENTS SKULL HAVE BEEN PRESERVATIVE TREATED FROM FREE EOGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF OR SNµt BE Of A DURABLE SPECIES AS DEFINED IN BLOCK CHAPTER 23. INSTALLATION ANCHORS SMALL BE INSTALLED W ACCORDANCE WITH ANCHOR B. GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 MANUFACTURER'S INSTALLATION INSTRUC ION& AND ANCHORS SNAIL NOT BE GLASS CHARTS' SEE SHEET 6 FOR GLAZING OETAILS USED IN SUBSTRATES WITH STRENGTNS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HERON ARE EASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD -MINIMUM SPECIFIC GRAVITY OF0.55. B CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF nW PSL C. GROUT -FILLED CMU- UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF ZO00 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF I000 PA 0. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO'ASTM C-90 WFTH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI, E. STEEL - MINIMUM YIELD STRENGTH OF 33 KSI. MINIMUM WALL THICKNESS OF 67.8 MIL (0.047r or 3D GAUGE(. MIN. 1/2- COG( DISTANCE. F. ALUMINUM - MINIMUM ALLOY GM-TS. MINIMUM WALL THICKNESS OF 1/16'. MIN. In* EOGE DISTANCE. TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 INSTALLATION 6 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS A VERTICAL 6 HORIZONTAL SECTIONS (NAIL FXN) 5 v6RTICAL a HORIZONTAL SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS. BUCY INSTALLATION, 6 3023N6 OETAEL MAX OVERALL SIZE GOWFIG. DESIGN PRESSURE ACS51LE IMPACT RATINGWIDTHHEI6HT 36' 64. O/x 35 / -35 PSF NON IµPACT 36' 66' O/x 50 / -50 PSF NON IMPACT 36' 74' O/X 50 / -50 PSF NON IMPACT 3r 7T O/x 35 / -35 PSF NON I.LIPACT MP 62, O/X 50 / -50 PSF NON IMPACT 46' 7r O/x 35 / -35 PSF NON IMPACT 4r Be O/x 20 / -20 PSF NON IMPACT 52' 72' O/x 25 / .25 PSF NON IMPACT 36' 63.75- CIA (ORIEL) 15 / -35 PSF NON IMPACT AB' 96' O/X (ORIEL) ZO / -20 PSF NON IMPACT 72' 6r O/X-O/x 35 / -35 PSF NON IMPACT 7r SA' O/XO/X 35 / -35 PSF NON IMPACT 16. 6r O/XO/X 50 / -50 PSF NON LVPACT 76' 7r O/XO/X 50 / .50 PSF NON ULPACT 76, 7T O/xO/x 25 / -25 PSF NON IMPACT BO' 74' O/xO/x 35 / -35 W NON IMPACT 96' 74' O/XO/X 30 / -30 PSF NON IMPACT lob' 6r O/XO/XO/X 50 / -50 PSF NON IMPACT LOB' 72' O/X-O/X-O/X 50 / .50 PSF NON DWACT 106' SW O/XO/XO/X 25 / 45 PSF NON IMPACT ONOXdY INPwd 61' Hr F. N&wo. P.E. PAO=% H aln •I{b10-"B N4 000 wd FL#: F119715Da":IOI7.06.15 IdA Ille filTq Silverljne I-, Andersen g741 00.. HPE SBvmvw caw onH Hwl+s.nul w oFIHI: rN P+7I•Y.g06 G in T t'N __ z pO p v DWG 0: SW[)Q02 SHEET: .( OF 6 MAX NEIG MAX. FRAME moTH 4B- 1 3 C a FRAME HT 96- L--L vv ELEVATION SINGLE HUNG WINDOW MAX FRAME wIOTH 96- e E s 3 f 3 C 4 MAX FRAME HEIGHT 74• Ila. f C 4 3 ELEVATION TWIN SINGLE HUNG WINDOW QUALIFIED CONFIGURATIONS ARCII TOP CONFIGURATIONS FOR ALL 2901-4901 RATINGS. SINGLE UNIT CONFIGURATIONS QUALIFIED CONFIGURATIONS ARM TOP CONFIGURATIONS FOR ALL29021902 RATINGS. TWIN UNIT CONFIGURATIONS MAX. FR HEIGHT 1 MAX FRAM HEIGHT 94 MAX FRAME r WIOTH 4a- ELEVATION SINGLE HUNG ORIEL WINDOW MAX. FRAME WIDTH LOB• '1 TRIPLE SINGLE HUNG WINDOW rSilverLine tvAndenen i Y O• 04 wvEILIK chm nloinH oeuHsvull, W a70t Nc t»a usaoF Z ' A O'i ^ X J P Nrl piX W < T G V 1 W W M G Z of 3 < y 6ama F p n P O o U' 1 mh mZ k DWG #: SW0002 SHEET: % OF 6 d f C 4 3 ELEVATION TWIN SINGLE HUNG WINDOW QUALIFIED CONFIGURATIONS ARCII TOP CONFIGURATIONS FOR ALL 2901-4901 RATINGS. SINGLE UNIT CONFIGURATIONS QUALIFIED CONFIGURATIONS ARM TOP CONFIGURATIONS FOR ALL29021902 RATINGS. TWIN UNIT CONFIGURATIONS MAX. FR HEIGHT 1 MAX FRAM HEIGHT 94 MAX FRAME r WIOTH 4a- ELEVATION SINGLE HUNG ORIEL WINDOW MAX. FRAME WIDTH LOB• ' 1 TRIPLE SINGLE HUNG WINDOW rSilverLine tvAndenen i Y O• 04 wvEILIK chm nloinH oeuHsvull, W a70t Nc t» a usaoF Z 'A O'i ^ X J P Nrl piX W < T G V 1 W W M G Z of 3 < y 6ama F p n P O o U'1 mh mZ k DWG #: SW0002 SHEET: % OF 6 d 2" MAX. FROM - CORNERS 11' MAX _ O.C. r MAX FROM CORNERS 11' MAX O.C. r MAX41/r MAXFROMOM -"I O.C. CORNERS 4 L/r O. Elm tlt W.wwNM.Tw3QftF M"KANoIOKOAAx.'oc tlt W.wwNM.Tw3QftF M"KANoIOKOAAx.'oc 2'- FROM T HEAD. YArl AND 5IL CORNERS ANCHOR LAYOUT NAIL FEN . SINGLE HUNG WINDOW MAX FROM CORNERSO r MAX O.C. 6' MAX FROM CORNERS r- 20• O.C. L 6' MAX FROM CORNERS L 1 ANCHOR LAYOUT THROUGH FRAME • SINGLE HUNG WINDOW 16U 4 }_ 4 U2' MAX. O.C. ANCHOR LAYOUT NA4. FIN • TWIN SINGLE HUNG WINDOW I'MAX FROM 6' MAX CORNERS O.C. 6' M O. I -MAX FROM CORNERS 6' MAX FROM r---, O.C. 12 3 MAX CORNERS 1 O. 161/ FROM `-ANCHOR STRAP 6- CORNERS P/N 50.2"5-2 FROM SEE SHEET 5 FOR DETAILS CORNERS ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG W NDOW NINE ICI JI O.C. ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW lr MAX. O.C. II 73 I SilverLine 19AnCESPJI K741 GPM 7R.E411( ONK NMTw wt+:wux woww M mt1.n1FFP P 8 h IIN5 O' ^ K J i LHe ANi= Z T Gym w G N -0 M 9 mo<& J y10 oWc W i r Cam^ o s WI- o c m J OG In d v m i a oLuwo a R ANCHOR STRAP P/N 50.2"5.2 SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW SW0002 IEET: 3 OF 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS UJs W000 SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS / PERIMETER SEALANT O.A, BY OTHERS UNIT HEIGHT EXTERIOR SEE GLAZING DETAIL., SHEET 6 11/2' MIN. tqEMBED 3/r M r IN. 1 EDGE DIET. L 1N' MAX. SHIM SPACE 1 INTERIOR g VERTICAL SECTION q NE" _ 2x WOOD BUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER 1SEALANT BY OTHERS 1/4' MAX. EXTERIOR FINISH SHIM SPACE BY OTHERS 06 WOOD SCREW F. ....... INSTALLATION ANCHOR 3/8 MIN. EDGE DIST. WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS p• a CAULK BETWEEN CONCRETE/ MASONRY 7NCRETE/ MASONRY S ZX 1 yr MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT VERTICAL SECTION q SILL • 2x WOOD WOK NAIL FIN 1/4' MAX MIN. 3/8' EDGE DISTANCE SHIM SPACE SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS MIN. 3 THREADS SEE GL 2 N ' PENETRATION BEYOND DETAIL SHEET 6 METAL STRUCTURE INTERIOR aS GR. 5 SELF•TAPPING'SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS. SEE SHEET 1 INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS EXTERIOR 4 PERIMETER SEALANT BY OTHERS O.A. UNIT WIDTH C HORIZONTAL SECTION q JAMB • METAL STUD NAIL AN SilverLine tpAiWersen 171 a e:a mw ane wo n rwcawavo: f7 71 .1•.W00 zm 6 Q.`,n, J N 3 233 , 7 O X t: o11 m" I sN j; G <W W V m Z < m o 2 & w a TSi i " a G •o Lo 0 0 v N d z Lu W ww 10 mvl m2 b w ac <>- p o S %n a. DWG JY: SW0002 SHEET: A OF (7 91, 10 WOOD SCREW 3/4• MIPL Silver Line CONCRETE/ MASONRY INSTALLATION ANCHOR EDGE DISTANCE 2X WOOD BUCK/STUD BY OTHERS 1nAn BY OTHERS E SHEET 6 FOR 1/4' MAX CONNECTION DETAILS SHIM SPACE MIN. 3 THREADS CONCRETE/MASONRY CAULKOETWEEN` • 4 a • SASH REINFORCING PENETRATION BEYOND BY OTHERS ': SEE SHEET 6 FOR R SEE GLAZING METAL STRUCTURE _ ^ • W .. •... OwMINI/2' EDGE DISTANCE a,Y sa<avE y11/2' MIM DETAIL SHEET 6 wo•rM •ww nccw a••oe EXTERIOR FINISH ..... EMBEDMENT n.crm415-w o BY OTHERS INTERIOR 410 GR 5 SELF -TAPPING SCREW IZ PERIMETER SEALANT SHIM SPACE INSTALLATION ANCHOR BY OTHERS / METAL TUBE/STUD OR APPROVED $ C vMULLIONBYOTHERS, O.A. EXTERIOR (\ / INTERIOR SEE SHEET 1 INSTALLATION 'n `?L x C a W X C HEIGHT / NOTE 14 a _ -0 v Z'm W SEE GLAZING PERIMETER SEALANT h `yam' N c n DETAIL, SHEET 6 EXTERIOR BY OTHERS O l• as ^' s UNIT WIDTH ir E VERTICAL SECTION HORIZONTAL SECTION JAMB-METALTUBE/STUO ORAPPROVEOMUWON m s HEAO-2X W000 BUCK THROUGH FRAME THROUGH FRAME tu 5) 014 PANCAKE HEAD Z SCREWS FROM STRAP TO pSEE. FRAME. HOLES PROVIDED . 00002. 4 00000 DETAIL. p OETA, SHEET14ECT 6 6TO ACCOMOOATE 014 CIA, 0000 N m 4. ZO y EXTERIOR INTERIOR 0.500 > v ANCHORSTRAP, AT TWIN 6 W G + TRIPLECONFIG. ONLY. SEE 0. 0620 o O. A. / \ PLAN VIEW -ANCHOR STRAP w UNIT (( P/N 50-2"5.2)' DETAIL AT E ) o HEI6HT ) ) RIGHT FOR rNST., REQ. 4. 0020 L4• MACH 2.3750 PERIMETERSEANT ETHERS SHIM SPACE BYEXTERIOR FWISH 0. 7500(2) 3.0000(2) 6.0000 INSTALLATION ANCHORS BY OTHERS a • , : j 1 1/4• MIN FROM ANCHOR STRAP TO z 0 Q' • • • . EMBEDMENT PLAN VIEW - ANCHOR STRAP (P/N 50-2M-2) OPENING. SEE ANCHOR — 1 pC •^ M REQUIREMENTS BELOW. —R r O'L* PRECASTSILL,r n By OTHERS , z s y '' • N. tea 3/ 16' ITW TAPCON ° a .. ANCHOR STRAP ANCHORING REQUIREMENTS: INSTALLATION ANCHOR • , , a a •• A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16' ITW TAPCONS i y"ic' PR- 1` 3/4• M1N: PER STRAP, MIN 1-1/4• EMBEDMENT, MIN. 1-3/4• EDGE DISTANCE, E EDGE DISTANCE B. FOR INSTALLATION TO METAL STUD, USE (4) 010 3ELF-ORI1.11NG SCREWS, GA. S. PER STRAP. MIN. 3 THREADS PENETRATION, MIN, 3/4' EDGE DISTANCE. w Z ac 2 < C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP, MIN, a a; 3 = v Z pVERTICALSECTIONI-L/2• EMBEDMENT, MIN. 1• EDGE DISTANCE, o S a Cj SlLL-CONCRETE/MASONRY OWG U; THROUGH FRAME S fj A / O 00 2 SHEET: 5 OF 6 INTERIOR INTERIOR 4kSMALL' FRAME 'URGE' FRAME REINFORCING EXTERIOR REINFORCING SEE BELOW FOR REINF, SEE BELOW FOR REINF, REQUIREMENTS REQUIREMENTS. VERTICAL SECTION HORIZONTAL SECTION MEETING STILE 6 INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72, (O/X), OE5I6N PRESSURE •/- 35 PSF 36 X 84, (O/X), DESIGN PRESSURE •/• 35 PSF 38 X 74, (O/X), DESIGN PRESSURE -h 50 PSF 38 X 77. (O/X), DESIGN PRESSURE •/• 35 PSF 72 X $4. (O/X-0/X), DESIGN PRESSURE •/- 35 PSF 76 X 72. (O/X-OM. DESIGN PRESSURE -/- 50 PSF 108 X 62. (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF 108 X 72. (O/X-O/X-O/X), DESIGN PRE55URE •/-W PSF C- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62. (O/X•O/X). DESIGN PRESSURE •I- 35 PSF 0 - STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATIN65: 76 X 62. (O/X-O/X), DESIGN PRESSURE •/- 35 PSF NOTE: ALL GLAZING CONFI6URATIONS SHALL COMPLY WITH SAFETY GLAZ ENG REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 . GLASS LOAD RESISTANCE. EXTERIOR // INTERIOR l MIN, GLASS0SITE112' 1/8' SETTIIJG BLOCK GLAZING DETAIL 1 NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX, O.G. SPACING SPECIFIED 15 NOT EXCEEDED. 2 BUCK MAY BE FLUSH WITH FACE OF THE BLOCK 1/4' ITW TAPCON ANCHOR 4• FROM CORNERS 16' MAX. O.C. THEREAFTER 2X WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT WINDOW FRAME. 8Y OTHERS 11/4• MIN. EMBEDMENT 1 V2' MIN. EDGE DISTANCE 2• MIN. EDGE \ DI5TANCE ` CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL Silverline Nr,%x w7m- QK•..• 0•• ro Tm ~u %j cwalma wt MA u o= rub, D W6 u: 5 W 0002 SHEET: 6 OF 6 BUILDING DROPS5/\\) A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL19715 Report No. 4875 61h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1— D (Engineering Evaluation) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silvcrlinc Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 06/ 14/2017 Contents: Evaluation Report Pages 1 — 4 Digitally signed by Hermes F. Norero, P.E. Reason: I am approving this document Date: 2017.06.14 21:54:09-04'00' Z ' rr7 _ r o S/0NAt_ Hermesllt!Wd 0%, P.E. Florida No. 73778 BUILDING DROPS A\\) A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(d) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 06/14/2017 Report No: 4875 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method id of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 6" Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 61' Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 61" Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 i BUILDING DROPS FL*: FL19715 A Perfect Solution in Every Drop Date: 06/14/2017 Certificate of Authorization: 29578 Report No: 4875 Quality Assurance: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a quality assurance program audited by an approved quality assurance entity through Window and Door Manufacturers Association (FBC Organization #: QUA2515). Performance Standards: The product described herein has been tested per: Referenced Data: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B9241.01-109-47 5/18/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 E9223.01-109-47 10/28/2016 2. Quality Assurance Window and Door Manufacturers Association FBC Organization #: QUA2515) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A\\ A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL19715 Date: 06/14/2017 Report No: 4875 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR lod Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #20 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. f c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (U), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 w FLORIDA DGPARTMBNT OF (l/T 7 \ Business & Professional Regulation Otl Pit HOME ABOUT DBPP I1PR DI'r15iO113 COn11C1 DBPA Flolida r 9USER: Approval USER: Public User D VNJCy.. Product Approval Menu > Product or Application Search > Application Ur, t > Application Detail OfFIqE OF THEFL # FL13192-R5 SECRETARY Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/ Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng. zhu@jameshardle.com Authorized Signature Pingsheng Zhu pingsheng. zhu@jameshardle.com Technical Representative Pingsheng Zhu Address/ Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng. zhu@jameshardle.com Quality Assurance Representative Pingsheng Zhu Address/ Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng. zhu@jameshardle.com Category Panel walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity Quality Assurance Contract Expiration Date 12/31/2020 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13192 RS COI RIO - Certificate of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13192 R5 Eauiv RIO-2692B-17 ASTM C1186 eouivalencv.Ddf Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved of Products Method 1 Option D 08/09/2017 08/25/2017 08/28/2017 10/10/2017 FL dk IModel, Number or Name Description 13192.1 1 Cemplank Lap Siding fiber -cement lap siding Limps of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: For use in HVHZ Install in accordance with NOA 17- 0406.06 Installation Instructions FL13192 R5 II CemPlank-lnstallation.odf FL13192 R5 lI ER RIO-2683-17 Plank Wood Metal Frame.odf FL13192 R5 11 ER RIO-2687-17 Plank Shingle to CMU.odf FL13192 R5 II ER RIO-2688-17 Plank WSP Sheathina.Ddf FL13192 R5 II NOA 17-0406.06.Ddf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2683-17 Plank Wood Metal Frame.odf FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU.Ddf FL13192 R5 AE ER RIO-2688-17 Plank WSP Sheathlna.odf FL13192 R5 AE NOA 17-0406.06.odf Created by Independent Third Party: Yes 13192.2 HardiePlank Lap Siding fiber -cement lap siding Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13192 R5 II ER RIO-2683-17 Plank Wood Metal Frame.odf FL13192 R5 11 ER RIO-2687-17 Plank Shingle to CMU.odfApprovedforuseoutsideHVHZ: Yes FL13192 R5 11 ER RIO-2688-17 Plank WSP Sheathing.odfImpactResistant: N/A FL13192 R5 li HardlePlank-Installation.odfDesignPressure: N/A Other: For use In HVHZ Install In accordance with NOA 17- FL13192 R5 lI NOA 17-0406.06.gdf 0406.06 Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2683-17 Plank Wood Metal Frame.odf FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU.odf FL13192 R5 AE ER RIO-2688-17 Plank WSP Sheathing.odf FL13192 R5 AE NOA 17-0406.06.odf Created by Independent Third Party: Yes 113192.3 1 HardieShingle Individual Shingles I fiber -cement individual cladding shingles Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 13192.4 1 HardieShingle Panel Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL13192 R5 H ER RIO-2685-17 Shinale Wood Metal Frame.odf FL1319Z R5 II HardieShinale-Installation.odf Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2685-17 Shingle Wood Metal Frame.Ddf Created by Independent Third Party: Yes fiber -cement notched shingle panels (straight edge, staggered edge, half round edge) Installation Instructions FL13192 R5 II ER RIO-2685-17 Shingle Wood Metal Frame.odf FL13192 R5 li ER RIO-2687-17 Plank Shinale to CMU.odf FL13192 R5 11 HardieShinale-Installation.odf Verified By: Ronald 1. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports Frame.odf FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU.Ddf ICreatedbyIndependentThirdParty: Yes 13192.5 Prevail Lap Siding fiber -cement lap siding Limits of Use Installation Instructions . Approved for use In HVHZ: Yes FL13192 R5 II ER RIO-2683-17 Plank Wood Metal Frame.Ddf FL13192 R5 11 ER RIO-2687-17 Plank Shinale to CMU.DdfApprovedforuseoutsideHVHZ: Yes FL13192 R5 H ER RIO-2688-17 Plank WSP Sheathino.DdfImpactResistant: N/A FL13192 R5 II NOA 17-0406.06.DdfDesignPressure: N/A Other: For use In HVHZ install in accordance with NOA 17- FL13192 R5 II Prevail-Lao-Siding--Installation.Ddf 0406.06 Verified By: Ronald I. Ogawa 24121 Created by Independent Third Party: No Evaluation Reports FL13192 R5 AE ER RIO-2683-17 Plank Wood Metal Frame.odf FL13192 R5 AE ER RIO-2687-17 Plank Shingle to CMU.Ddf FL13192 R5 AE ER RIO-2688-17 Plank WSP Sheathing.odf FL13192 R5 AE NOA 17-0406.06.Ddf Created by Independent Third Party: Yes Dock Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cooyrlaht 2D07-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395, -Pursuant to Section 455.275(1), Florida Statutes, effective Od ober 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick Mfg. Product Approval Accepts: o N® Credit Card Safe Florida Product Approval Prevail'" Lap Siding For use inside HVHZ: o Prevail Lap Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 17-0406.06. Consult the HardiePlank product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o Prevail Lap Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Reports RIO-2683-17, RIO- 2687-17, or RIO-2688-17. Consult the Prevail product installation instructions on the follow pages for all other installation requirements. PREVAILLapsOtutr; MULTIFAMILY SIDING PRODUCTS Siding INSTALLATION REQUIREMENTS - PRIMED AND FACTORY BUILT COLOR TREATED PRODUCTS EFFECTIVE FEBRUARY 2010 SMOOTH 0 TEXTURED IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND THE MANUFACTURER'S WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. STORAGE & HANDLING: Q CUTTING INSTRUCTIONS Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Car tanks onCarry edge. P 9 • Protect edges and comers from breakage. The manufacturer is notbreakage. for damage caused bPo9 y OORS t Position ling station so that wild willblow dust away from user and *am inworking area. 2. Use ONofONfoikwdngmelhods: a. Best:: I. Scare and snap U. Shears (manual, electric or pneumatic) b. Better: I. Dust reducing rLwlar saw equipppped with a Hardtebledens saw Made and HEPAvacuum extradfon rn Good. I. Drat reducing circular sawwllh a Hai dieblade saw blade only use for row to moderate artfing) INDOORS 1 C rang srxre and snap, or shears (mllamral, eleddc or pneumatic). ZPositionadUmgsleUarhnwa4vetu0aledarea NEVER use a power saw indoors NEVER use a circular saw blade Oral does not cacarrryry the Hardieblade saw blade trademark NEVER dry sweep- Use wet suppnrssionorHEPAVacuum improper storage and handling Of the product. Important Note: For maximum protection (lowest respirable dust production), the Manufacturer recornmerds always using'BW4evd wlUng methods where feasible. NIOSHapproved respirators can be used in conjunction with above atling practices to further reduce dust exposures. Additional exposure information is available al www. pravailsiding com to help you determine the most appropriate cutting method for your Job requirements. II concern slit edsts about exposure levels or you do not comply with The above practices, you should aW* cons ill a qualified Industrial hygienist or conted the Manufacturer for fuller Information. GENERAL REQUIREMENTS: Prevail"' lap siding can be installed over braced wood or steel studs spaced a maximum of 24' o.a. sheathing'. Irregularities in framing and sheathing can mirror through the finished application. Prevall"m lap siding can also be installed over foam insulation/sheathing up to 1' thick When using foam Insulation/sheathing, avoid over -driving nails fasteners),which can result in dimpling of the siding due to the compressible nature of the foam insulationlsheathing. Extra caution is necessary if power -driven nails (fasteners) are used for attaching siding over foam insulation/sheathing. A water - resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. The manufacturer will assume no responsibility for water infiltration. Install Prevail"" products with a minimum 6' clearance to the finished grade on the exterior of the building or in accordance with local building codes N greater than 6' is required (fig. 3). Maintain a 1' - Y clearance between Prevail"" products and roofs, decks, paths, steps and driveways (figs. 4, 5 & 6). Maintain a 1l4' clearance between Prevail'"' products and horizontal flashing (fig. 7). Ensure gutters have end caps. Maintain a minimum 1' gap between end caps and siding ore FI 1Double Wall Single Wall trim (fig. 8). g Construction Construction Install kickoul flashing at roof -wall junctions (fig. 9). water -resistive be„ler lel-In brat Adjacent finished grade must slope away from the building In accordance with local pNvmd 24' o.c. max. building codes - typically a minimum of 6' In the first 1V. O ghleg Do not install Prevail"" products, such that they may remain in contact with standing water. Prevail"" lap siding must be installed on vertical wall applications only. DO NOT use stain on Prevail"" products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 'Expansion Characteristics of James Hardle® Siding Producls" at www.JamesHardie.com. INSTALLATION: JOINTTREATMENT Required forFactmy Built Color Anlsh, Recommended for Primed pmducp It is not recommended to use caulk at field butt joints. Figure 2 water -resistive barrier 11 cirri Bashing•• `pWnk sage ° oo \ ° ° water- esistive r "n 0 barrier Install Ianks in ° o •°e moderate contact ° o 0 o fastener InsleU e 1 U4' starter strip to o ensure a consistent plank angle Install factory finished edges together at butt joints. \ leave appropriate gap between planks and him, then caulk"' As required by local building code "'Apply caulk In accordance with caulk manufacturers written application instructions. WARNING: AVOID BREATHING SILICA DUST PrevaO^' products contain respirable crystalline silica, which le known to the Slate of California to cause cancer and Is considered by IARC and NIOSH to be a cause of cancer from some ocwpadonal sources. Brealhing excessive amounts of resprable silica dual can also cause a disabling and polentlaly fatal lung disease pllad silicosle, and has been Ibhked with other diseases. Some sWdies su gest smokbhg may increase these risks. Durrifnngr installation or handling: (7) work h outdoor alias hvlUh ample venUlaOon; (2) use fiber cement shears for wlting or, cohere not feasible, use a Hardieblede' saw blade and duslaedudng drwler saw attached to a HEPA vawum; (3) ware oehers In the immediate area; (4) wear a propery lifted, NIOSH approved dust mask or respirator (e g. N 95) N accordance wfUr appticeble governrnenl regulations and manufacturer Instruction le further Ilmll respirable elUce exposures During dearwp, use HEPA vawums or wet cleanup methods •never dry sweep For further inTamaUon, refer to our Inslellation InsWdlom and Materiel Safely Dale Sheet avatiable al www.prevallsrding core or by celting 7 877.2367526. FAILURE TO ADHERE TO OUR WARNINGS, MSDS, AND INSTALLATION WWRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH. a PR1007-P114 7110 South CLEARANCES Install siding and trim products in Maintain a 1"- 2" Maintain a 1" - 2" clearance At the juncture of the roof and vertical compliance with local building code clearance between between PrevailTM products surfaces, flashing and counlerflashing requirements for clearance between the PrevailTM products and • ' arid'decking material. shall be installed per'the roofing ' bottom edge of the siding and the paths, steps and Figure sg manufacturer's instructions. adjacent finished grade. Figure 3 driveways. Provide a 1" - 2" clearance between the stud a1efi g B Figure 4 roofing and the bottom edge of the siding and trim. barrier` 1 Figure 6 Maintain a 114" clearance between the bottom of Prevail'"' products and horizontal flashing. Do not caulk gap. Figure 7 r siding Do not 114gap caulk Bashing lap lsidln9 Vq Maintain a minimum 1" gap between gutter end caps and siding & trim. Figure 8 gutter and and rap FASTENER REQUIREMENTS" fascia aiding I water resistive barrier dock material r- r i75shing ledgerFigure 9 , . KICKOUT FLASHING sa° eerrq i<, , Because of the volume of water that can pour d down a sloped roof, one of the most critical flashing details occurs where a roof intersects a sidewall. The roof must be flashed with rs . 04 step flashing. Where the roof terminates, lackm install a kickout to deflect water away from noslingthe siding. l It is best to install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 9, Kickout Flashing* To prevent water from dumping behind the siding and the end of the roof intersection, install a "kickout" of sufficient length and angle to direct the water running down the roof away from the siding. Blind nailing (fasteners concealed by the previous course) is the preferred method of installation for all Prevail" m lap siding products. Face nailing (fasteners exposed) should only be used where required for high wind areas and must not be used in conjunction with blind nailing. Consult applicable building code, product evaluations, or code compliance reports for correct fastener type and placement to achieve specified design wind loads. NOTE: Published wind loads may not be applicable to all areas where local building codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. stud 24" - O. C. max. stud Pa" Figure 10 Figure 11 t t!a" min. O. C. max. ""• overlap water - resistive Minimum overlap .COY' barrier . - o for Both Face and Blind Nailing Ir blind nail — — h I ° . min. 1 1/4" N face Hall 0 overlap I T i :...• .. i i water - resistive i water -resistive barrier 1 1/4" min, barrier overlap Laminate sheet to be removed immediately after installation of each course for Factory Built Color products. S The illustration (figure 9) and associated text was reprinted with permission of THE JOURNAL OF LIGHT CONSTRUCTION. For subscription information, visit www.jlconline.com. Also see General Fastening Requirements. wv4 srlo South GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. r Electro-galvanized are acceptable but may exhibit premature corrosion. The manufacturer recommends the use of quality, hot -dipped galvanized nails. The manufacturer is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing Prevail"' products near the ocean, large bodies of water, or in very humid climates. PNEUMATIC FASTENING Prevail"' products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). Consult applicable code compliance report for correct fasteners type and placement to achieve specified design wind loads. NOTE: Published wind loads may not be applicable to all areas where. Local Building Codes have specific jurisdiction. Consult the manufacturer's Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, caulk nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (For steel framing, remove and replace nail). Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, WRA Caulk il add nail do not under oo NoT Figure A Figure B drive nails STAPLE CAULKING PAINTING For best results use an Elastomeric Joint Sealant DO NOT use stain on Prevail"' products. complying with ASTM C920 Grade NS, Class 25 or Prevail"' products must be painted within 180 higher or a Latex Joint Sealant complying with ASTM days for primed product and 90 days for unprimed. C834. Caulking/Sealant must be applied in accordance 100% acrylic topcoats are recommended. with the caulking/sealant manufacturer's written Do not paint when wet. For application rates refer to instructions or ASTM C1193. paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. FACTORY BUILT COLOR TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Touch up nicks, scrapes and nail heads using the Factory Built Color technology touch-up applicator. Touch-up paint should be used sparingly. If large areas require touch-up, replace the damaged area with new Prevail"' lap siding with Factory Built Color technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your Factory Built Color product dealer. Treat all other non -factory cut edges using the Factory Built Color technology edge coaters, available from your Factory Built Color product dealer. PAINTING PREVAILTm SIDING AND TRIM PRODUCTS WITH FACTORY BUILT COLOR TECHNOLOGY When repainting Factory Built Color products, the manufacturer recommends the following regarding surface preparation and topcoat application: Ensure the surface is dean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain or oiValkyd base paints on Prevail"' products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature COVERAGE CHART/ESTIMATING GUIDE (Please call 877-236-7526, option 1 for local availability) Number of 12' planks, does not include waste COVERAGE AREA LESS OPENINGS so i so = too sq.R) 5114 exposure) 4 PREVAIL" LAP SIDING WIDTH 6114 7114 7112 8 5 6 6114 6 314 8114 7 9114 8 9112 8114 12 10 314 1 25 20 17 16 15 14 13 13 9 2 50 40 33 32 30 29 25 25 19 3 75 60 50 48 44 43 38 38 28 4 100 80 67 64 59 57 50 50 37 5 125 100 83 80 74 71 63 63 47 6 150 120 100 96 89 86 75 75 56 7 175 14D 117 112 104 100 88 88 65 8 200 160 133 128 119 114 100 100 74 9 225 180 15D 144 133 129 113 113 84 10 250 200 167 160 148 143 125 125 93 11 275 220 183 176 163 157 138 138 102 12 300 240 20D 192 178 171 150 150 112 13 325 260 217 208 193 186 163 163 121 14 350 280 233 224 207 200 175 175 130 15 375 300 250 240 222 214 188 188 140 16 400 320 267 256 237 229 200 200 149 17 425 340 283 272 252 243 213 213 158 18 450 360 300 288 267 257 225 225 167 19 475 380 317 304 281 271 238 238 177 20 500 400 333 320 296 286 250 250 186 This coverage chart is meant as a guide. Actual usage is subject to variables such as building design. The manufacturer does not assume responsibility for over or under ordering of product. RECOGNITION: Prevail"' lap siding complies ASTM C1186 in so doing meets the Fiber -Cement Siding code requirements in the 2006 International Building Code® Section 1401.10,1405.15, and 1405,17.2; and the 2006 Intemational Residential Code® for One- and Two -Family Dwellings Table R703.4 and section R703.10.2. Consult James Hardie Technical Services for applicable product evaluations or code compliance reports. P314 7110 South 02010 JHTL. AU rights reserved. TM, SM, and ®denote Additional Installation Information, PREVAI LtrademarksorregisteredtrademarksofJHTL. Warranties, and Warnings are available at www.provailsiding.com MULTIFAMILY SIDING PRODUCTS P414 7110 3g1vo FINAL BOUNDARY SURVEY Ie?g39 196.00' 3 PCP rn 00 O b1in N b O F-E F/R CV LOT 35 k Survey Note NO SOD AT TIME OF SURVEY RR Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE, City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' re:r-r9oi equi mum LEGEND:ADUSSD-Aeesss/Dreinage/Utilities/SidewalkLB -Licensed usiness Br- Bockflow Preventer Sight Distance Easement Survey PRM-Permanent Ref. Monument Reported PCP -Permanent Control Point Description FP&L -Florida Power 8; Ught plat FFE-Finish Floor ElevationD DeedBookWaterMeterO. R.-Officiol Records Book 04-Water Valve P. B.-Plat Book i7-nre Hydrant Pg. - Page RCE -Reclaimed Water Meter Elev. - Elevation RICD4-Recloimed Water Volvo Conc.- Concrete Cable Box SP- Brick Paver 1) -Telephone Box SW - Sidewalk EI-Electric Box FFE- Finished Floor Elevation O-Utility Pole CI - Curb Inlet Guy Pole Gn- Grote Top Inlet 0 -Light Pole P. U.E.-Public Utility Easement Guy Anchor RCP - Reinforced Conc. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride m -Storm Sewer Manhole NCS- No Comer Set (Falls in Water) m-Sanitary Sewer Manhole SF - Square Feet 6Wo -Electric Hondhole D. U.E. -Drains s Util' Easement Coo -Clean Out FMGD- MAC NAIL do DISK XVD4-Irrigation Control Volvo P. K. -Parker Kolon Noll I' -Sign SIR - Set 1/2' Iron Rod LB7755 WPO-Gate Water Vohs SPKD- Set P.K. & Disk LB7768 Gas Meter nR- Found 1/2' Iron Rod LB7758 11' -Existing Grade FlP- Found 1/2' Iron Pipe L87768 a -Blow -off Volvo FPKD- Found P.K. Nail & Disk 1.87768 m.-Drolnage now Direction FCM- Found 4NV-t ancrobvt .-- Proposed Design Grode Monument PRM L97778 As-Built/Exlsting Grad Note: Some items in above legen may not be oppllicobleg REVISIONS Description I Date I Dwn. Ck'd I P.C. I Order No. WYNDHAM PRESERVE LOT 36 PB 81, PG 93) SALTMARSH LOOP 50' RIGHT-OF-WAY PRIVATE ROAD) S 89'40'51' W 555.98' CENTER ' V'r LINE PCp CONCRETE r SIDEWALK CONCRETE CURB 1V89' 40'51 "E a -- co 1 140.00' P" / CV CArr 80 CONC K WALK'\ CONCRETE DRIVEWAY 16. 0, i COVERED 7. 3 ENTRY 2 STORY RESIDENCE 3920 SALTMARSH LOOP I 7FFE-- 31.07 10' UTILITY C. EASEMENT (P) Box IJ 6. 0' 1 o c o i A/ C PAD a c 9. 7 PRINCIPAL BUILDING soso SETBACK ( Typ.) to LOT 36 - AREA = 4, 680 S.F. +/- 40. 00' 589 0'51 'W RR LOT 49 1 LOT 48 W 0) 0) O LOT 37 SURVEYOR' S NOTES: 1. Current title information on the subject property had not been furnished to GeoPOInt Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights - of -way, set back lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey is subject to matters shown on the plat of WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or parties. 6. This survey is intended to be displayed at 1' - 20'. 7. All boundary line dimensions are field measured unless otherwise noted. r v N y 3 a c o a c: 2 L. w ° a N vCD J O oo W 0 tr Z c ° c" a vcvvm o PREPARED FOR: ASHTON WOODS N II PI W a U FLOOD ZONE: The property shown hereon is on the Federal Emergency Monogement Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone r DESCRIPTION: LOT 36, according to the plat of " WYNDHAM PRESERVE" as recorded in Plat Book 81, Page 93 of the Public Records, City of Sanford, Seminole County, Florida Last Date of Field Survey: 09 20 18 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2255 Surveyors do Mappers to qWter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant"Joofjidtlon 472.027. Florida Statutes. I GeoPoint Surveying, Inc. Jan' 1es D. Leviner LS6Drown: RCA Chocked:JDL P.C.: Data File.OrixoiOd-Plot FLORIDA PROFESSIONAL SURVEYOR & MAPPER NO. ...........91.5. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Dote:09/21/ 18 Dwg:BibewiEmt-1ot36 Order No.: ^' RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E Field Bk: 3920 sA,c. vvv- / v- F31 TRI—COUNWY wES nNG L ABORATOl-IES9 XTC. 3 Wince! warder. FL 34787 e•R0,1EC'L' NO: 407-656-9656 -- - Oseaon rro: CTT I n I REPORT NO: REPORT OF II T-PLACE DEI*.T-Q— -TESTS I I O R1U."'' yC F` • L c- 36 via, OCTOR P1O3ECT SPISCIFtCAMM' 5 1 r•t p -!S'( Cowm^GTORi 1cI 1 (`(cr S O> is'A'8'M MOST. Um... BEFORTED TO: DA1>tILY1Vr'fJIV1 Day DBKwff: c t?c , c" ' LOCATWN: 15'c / * nPl EDlypATEESI[AL: L' 1't I,0 RATE TESTED: U S ` U I SS MT ORNSITT rMAX. =SIRY p Tf m IOFle ' LOCATION my IDIiSRTY D'TH fps Ibs.eu.iw A S' 3a 1 iIV' cf tT. v F. i 5?. 1 74 DUKOMON NOTE.- WYNOM" PRESERVE - LOT 36 d-ansi.- of w SPECIFIC PURPOSE SURVEY c FORMBOARO) N u WNDf MOM i = 11+1141oa 699a.eb LOT 76 5 u y vnaaranmw ca) t+he.a pe 51. PC 63) a.+te. rer. rl.lre ai rwa . IS SAL77NARSM LOOP 3W Aor-OF-aram 7b. e PR 10ATT .) e ASPNIET P0001M ItDt m an or P-Don IF UnLm ZA"Fm of Nlolaam v 8 7 777Oar O w aero771c4 j 717101700VEItY 1 w atvATloN.0 N LOT JS w GAlAOE•ttPr TORNPMaO LOT 77 AREA; a AM 5F0 LOT 49 1 LOT 47 RTITEJNICIAVOLMNOM C bw.N w1 war vn Y wr 7 r elteerA WI'M aYtwa N rM.l PFv New rl+ V . etrWlWt, rta Mr, Ir.n Ydarm.11st I vwa rive t.r wrMt iveb rr. f SURVEYORS NOTEIL I'REPAIt6D TOIu n.a+.r h.. • trpr rr." • t.rtle a.r`.'i'r°. r+iiew + d ASHTON WOODS rw FLOOD ZOM IhI v'N'1 r.. ev eel+t Y rvvr eti t wr tt wv _ Maxb+Yv CMD Ivy a Y v 1 ra ,a1 • loll ®IOC po1M O ran, fromfromIIIIr ADIygIblywM . n d tiwOlc 11 rhW-Yn40P ]tZr{aZ73 y, rahea IY. Owr.v _yy0. ham. ry b Y IeI y' 1 1Y sr eOr teal h rMOIIY rt i. Cb + aee+r m+er rr O• Ite1Y b M V---E+rI Vi 1 b i tiro. ilwl Y r b YeY vi1 o-tr. • r.++ o tr rl rr.r ar.rrr. r. + 61..+.+ H fes a cl . OrRMr It DI OESCRIPTION. LOT 36, t9to ure paid I r ow7s.a.lr o11NYN01W PRESERVE" a recorded in r. r '^rw. I.w.l w. Plat sock a 1. Pap 93 of tho Put1c Recard3. wL.- ... ,,,, a Fr City of Sanford. SerNrob County. Florida 1prY sn truer . r urhwp_rrre e.r t r a Oe Y1rY A b rw % PAY yr v.A 1r >inre + 855 Vh10NrP m sUY IOB Ph- R iT01a- RINISIONS rivP tw Irs YIaM rtlrvr.r t at r r v+e•``v C F— fa7t1?/ OOW cea Ia@.*—m 4.0 GeoPoint\ SurveYlnR. Inc. OPty D. n PC N 6 - '73 , t CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: q3q Documented Construction Value: $ y-5 r% 8 Job Address; .J'79(-) - e)RH+Mn _sh Mlo Parcel ID: Type of Work: New Addition A Description of Work: Plan Review Contact Person: Historic District: Yes No Residentialb Commercial Repalr Demo Change of Use Move Title: Phone: Fax: Email: Property Owner Information Name h' Phone: `(+ r `M Street: I UP4 Resident of property? City, State Zip: _L.l-- i 03pr t4 r_t 3 a 1-4.4 l //Contractor Information INameaJmarkc-k' 1 C l D Phone: 407 - bt-1-(P - ((_n Street: 5 51n)-r Fax• 1(07-_ 1,9 L)-"- 5 iCity, State Zip: 1r1iw f 3) `7 State License No.: l 'J (P Architect/Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Reviscd: Junc 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as 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 1CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owncr/Agent's Name signature of Notary -State of Florida Date Signature of Contractor/Agent Date Sci -fy Fsa.siR( %r cpK P m Contractor/Agent's Name Not.ary-S6tatc Date 01 puer PAMELA S TERNUS Commission # GG 110622 Expires August 7, 2021 oF F oP Babad TNu auOpa Nou7SaMas Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of 1D Produced ID ype of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: FIRE: BUILDING: Revised: June 30, 201 S Permit Application CITY OF SANF BUILDING & FIRE PREVEN' PERMIT APPLICAitApplicationNo: l ce, -1)3 Q Documented Construction Value: S (PP 50 JobAddress-. w 9 20 woe Historic District: Yes No Parcel ID• Residential Commercial Type of Work: New a Addition Alteration Repair Demo Change of Use Move Description of Work: Celi- a Plan Review Contact Person: 1plc.,ri5 SeeN+ 104 Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? : City, State Zip: Contractor Information Name ILx-ir" (A !s. Phone: 2- Street: q --10 1 gc'LC1.t Yv, c'n I Fax: CIL-f+- 2 City, State Zip: Or-tw--A , (T State License No.: Name: Street: ArchitectlEngineer Information Phone: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: 7- WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN Y( PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBT FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construc in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pe furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: P 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 w ter management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requ' ed in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submit I. 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 val je, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Signature of Contractor/Agent Date IZo cS T k I Q c Print Owner/Agent's Name Print Contract is Name 15-f Signature of Notary -State of Florida Date Signature ofNtuary-State or Florida Date r_ MY COWISSION I` - EXPIRES Augu rlor Tian r Pu Owner/Agent is Personally Known to Me or Contractor/Agent is Persona ly own o Produced ID Type of ID Produced ID Type of 1D BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical • Mechanical Plumbing[] • Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application FF 12a,4 25, 2018 9507 State Road 52 123 Miller Road // 9701 Bachman Road Established 1 3 Hudson, FL 34669 Valrico, FL 33594 rI-- , Orlando'FL-32624— www RJKielly m'- 727-OW-5486 813-661-0707 407-855 2636 State License fit CF-CO2034 R.J. KiELTY Page: 1 OF Proposal No: 717-13529 PLUMBING • HEATING , COOLING Proposal Date., 7/2&2017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suits 124 Model: Discovery - 2121 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete In accordance with specifications below for the Sum of: $6,850.00 Payment to be made as follows: 40% Rough in 30% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed In a workman like manner according to standard practices. Any alteration or deviation from specifications below involving extra costs only upon written orders, and will become an extra charge over and above the estimate. AO agreemerds contingent upon strikes, a or delays rid our control. Owner to fire, tornado, and other necessary Insurance. Our workers are it covered by worker's compensation i rance. AUTHORIZED SIGNATURE: THIS PROPOSAL MAY BE WI DRAWN IF NOT ACCEPTED IN 30 DA) We hereby submit specificatro ales tor. Master Bath Up t Shower Starting Accord 6044 Base 72270100 While With Walls And Moen Chateau TL182 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 While Elongated 1 taw By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath Up 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 2"121.28 White Elongated I Law By Bulkier With Moen Chateau 64925 Chrome Faucet Powder Bath " 1 Toilet Gerber Maxwell21-912 1.28 White Elongated 1 Lev Gerber Maxwell 22-514 Pedestal White With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder t Faucet Moen Integra 67315 Chrome t Disposal ISE Badger V With Cord t Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities t Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer & Water Only (Slab Backfilting By Others) Backnow Prumnlers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per toot 4V Water Allowance; Additional $3 per loot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001.713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. 1 agree to pay reasonable altomeys fees court costs In the event of legal action. A monthly service charge of 1 112% will be added after 30 days. Any sewer taps deeper than 412 feet or requires backhoe or dewalering will be an extra charge. + SIGNED: h , I ' a7 QC DATE OF ACCEPTANCE & PAGE 2: Branch: Hudson Last Edit By: last Edit Dale: 727/2017 0 I CITY OF S)kNFORD PERMIT APPLICATION BUILDING DIVISION % G 2 9ApplicationNo: J 7 Documented Construction Value: S 5,240.00 Job Address: 3920 Saltmarsh Loop Historic District: Yes[] NoB Parcel ID: 17-20-31-502-0000-0360 Residential X Commercial Type of Work: New x Addition Alteration Repair Demo[] Change of Use Move Description of Work: HVAC new install with duct and venting Plan Review Contact Person: Sarai Rodriguez 'Title: Residential Phone: 407-886-3729 Fax: 407-886-7580 Email, srodriguez@energyair.tom Property Owner Information Name Starlight Homes Florida LLC Phone: 407-730-1311 1064 Greenwood Blvd Ste 124 Street: Resident of property?: NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Robert Kulp/Energy Air Inc Phone: 407-886-3729 Street: 5401 Energy Air Ct Fax: 407-886-7580 City, State Zip: Orlando, FL 32810 State License No.: CAC1816317 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURETO RECORD A NOTICEOF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEINKNTS 'I.O YOUR PROPERTY. A NOTICE OI' COMMENCEMENT X-1WTI' BERECORDED 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 Allplicaliun is hereby male to obtain a permit to do the %cork and installations as indicated. I certify Ihat no work. or installation has commenced prior to the isctu:mcc of a pennii and than all work will he performed to meet standards of all Imes regulating umustruction 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 dale of application and the code in effect as of that date: 6"' Edition (2017) Florida Building Code NU'1'ICE In aJditiun lit the requirements ol'this permil, there may be aJdiliunal rcclriction5 appli:ahle to this properly that may he fmrnd in the public rccur-.6 of Ibis county. and there mar by additional permits required from other governmcnial entilies such as water management districts, stale agencies. or hdcr:d agcolo". Accelmmec of permit is wrifiealion that I will notify the owner (if tbv property of the requirements of Florida Licit Law. FS 713. Ilm Uly of Sanford requires payntcol of a plan review tic at the little of Permit submillal. A copy of the executed cunlrtct is required in urJer ar - calculrte a plan review charge and will he cmtsiJercJ the cstin ated eonslniclion value of the juh at the time itf submittal. •Il e actual construction value will he ligund based on the current It C Valuation Table in effect al the lime the permit is issued, in accordance with loc,d ordinnncc. Shouldcalculated charges figured off the cxc:uted can uacl exceed the actual eunstrucliun value, credit will be applied lip your permit fees when the permit is issued. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signalury of/Amer/Agent 14 int Owncr/Agcnfs Name M Signatttrc of Nolai}••Stale of Florida bale W- 44 W/-y Signaurenff' omraeaor/.gent Dale Robert Kulp Print Gm raclur/Ageni . N.nnc Notify Pubk State of Florida Sigimure of/NNNolar}'•Staty of Iln n . 1)lShrel Rodripuez 9 31 I p a E y ommhaoZG 147034 Owner/ Agent is Personally Known to Me or Contraclor/Agent is 14 Personally Known to Me or Produced ID Type of 11) Produced ID Type of 11) BELOW IS FOR OFFICE USE ONLY Permits Required: I;uilding Electrical Mechanical Plumbing ElGas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit. Yes No R of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Yes []No WASTE WATER: BUILDING: WORK ORDER Job #: 34692 IACQQA Date: 1 /26/2018 Suhdivisinn I Phase I Bid I L/U I Blk BILL TO: v Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 1 10361 3920 Saltmarsh LoopADDRESS: CITY/STATE/ZIP: 1064 Greenwood Blvd Ste 124 Lake Mary, FL 32746 Job Address: City / State / Zip Sanford FL 32773 2121 SModel/Bldg: Order Taken By: Job -Contact:-- S Woolwine— Equipment Brand: A/H=1-or-Furnace—FB4CNP036L00 Carrier 14 Seer Heat Pum R-410a A/H=2-or-Furnace Job Phone: 4077301311 Heater or Coil CE2401 C05 Heater or Coil Date Requested: Date Required: CU-1 T'Stat: Filter Base AHU Location CH14NB0360OG TH6220D1002 N/A 2nd FI Int Closet CU-2 T'Stat: Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficient A/H-3 or Furnace A/H-4 or FurnaceMUSTBEACCURATEANDCOMPLETE: Heater or Coil Heater or Coil Bldg. Permit# Township: Sanford CU-3 T'Stat: Filter Base CU-4 T'Stat: Filter Base AHU Location AHU Location Incl. on Builders Permit: No Efficiency Efficient Zoning Brand: Honeywell/Johnstone Vent. Damper Y8150AID17 QtyEAIPullsPermit: Yes Builder calls inspection: EAI calls inspection: Yes No Zone Kit #1 Zone Kit #2 Thermostats ZD1 ZD2 ZD3 Ventilation Cost: 408.28 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Grs.Stamped Stl. Grs.Stamped Returns Qty Yes 17 X 8 X No Qty. Yes Flue Pipe: Filter Base No X X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alum 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duct: X Heat Recovery: X fan 80 cfm BFQ80 3 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X jDryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Estimated Estimated Invoice Due Date: Task - Description 03-Fabrication Labor Hours Cost 1.98 24.95 Rou hin 2,565.00 04-Installation Labor 06-Piping Labor 30.75 461.18 7.25 123.25 Trim 2,565.00 14-Kitchen Vent Trim 02-Material/Tax 0 1 -Equipment/Tax 1,293.27 1,482.48 Permit 110.00 09-Permit/Other 110.00 011-Delivery Labor 20-Pull Material Labor 1.45 18.22 2.89 36.43 Total Contract: 5,240.00 1 2-Startup Labor 2.50 42.50 FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 36 - 2121 UL Builder Name: Starlight Homes Street: 3920 Saltmarsh Loop Permit Office: Seminole County, City, State, Zip: -`Sanford-FL , 32773 Permit Number: Owner: Jurisdiction: Design Location: FL, Sanford 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 ft' 3. Number of units, if multiple family 1 c. Frame - Wood. Adjacent R=13.0 231.00 ft' 4. Number of Bedrooms 4 d. NIA R= ft' 10. Ceiling Types (1264.0 sgft.) 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 (ft') 2121 b. NIA R= fir c. N/A R= ftir Conditioned floor area below grade (ft') 0 11. Ducts R ft' 7. Windows(191.4 sgft.) Description Area a. Sup: Attic, Ret: Floor 2, AH: Floor 2 6 424.2 a. U-Factor: Dbl, U=0.34 150.42 ft' SHGC: SHGC=0.26 bft' U-Factor: Dbl, V=0.58 41.00 12. Cooling systems kBtuRir EKcieEfficiency. a. Central Unit 36.0 SEER:14.00 SHGC: SHGC=0.25 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: NIA ft' a. Electric Heat Pump 36.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.258 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1264.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 853.00 ft' b. Conservation features b. Floor over Garage R=19.0 411.00 ft' None c. NIA R= ft' 15. Credits Pstat Total Proposed Modified Loads: 62.17 PASS Glass/Floor Area: 0.090 Total Baseline Loads: 63.99 I hereby certify that the plans and specifications covered by Review of the plans and o THE S7,,9TE' this calculation are in compliance with the Florida Energy specifications covered by this v Code. calculation indicates compliance with the Florida Energy Code.<0 Before is completedva PREPAREDY: construction DATE: 1 - °)` 1A this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. COO WEB withtheFloridaEnergyCode. OWNER/ AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. 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 7.00 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 ANSIIRESNET/ICC 380, is not greater than 0.030 On for whole house. 1/ 19/2018 2:36 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 Certificate of Product Ratings AHRI Certified Reference Number: 9162429 Dale : 08-06-2018 Model Status : Active AHRI Type : HRCU-A-CB Series: 14 SEER HP Outdoor Unit Brand Name: CARRIER Outdoor Unit Model Number (Condenser or Single Package) : CH14NB036'0"B' Indoor Unit Model Number (Evaporator and/or Air Handier): FB4CNP036L The manufacturer of this CARRIER product is responsible for the rating of this system combination. Rated as follows in accordance with the latest edition of ANSUAHRI 2101240 with Addenda 1 and 2, Performance Rating of Unitary Air -Conditioning & Air -Source Heat Pump Equipment and subject to rating accuracy by AHRI-sponsored, independent, third party testing: Cooling Capacity (A2)- Single or High Stage (95F), btuh : 33000 SEER: 14.00 EER (A2) - Single or High Stage (95F) : 11.50 Healing Capacity (1-112) - Single or High Stage (47F) : 33800 HSPF (Region IV) : 8.20 1'Active Model Status are those that an AHRI Certification Program Participant is currently producing AND selling or offering for sale: OR new models that are being marketed but are not yet being produced'Production Stopped- Model Status are those that an AHRI Certification Program Participant is no longer producing BUT is still selling or offering for sale. Ratings that are accompanied by WAS indicate an involuntary_ re -rate. The new ublished rating is shown along with the previous (i.e. WAS) rating. DISCLAIMER AHRI does not endorse the product(s) listed on this Certificate and makes no representations, warranties or guarantees as to. and assumes no responsibility for, the product(s) listed on this Certificate AHRI expressly disclaims all liability for damages of any kind arising out of the use or performance of the producl(s), or the uno thorized alteration of data listed on this Certificate. Certified ratings are valid only for models and configurations listed In the directory at www.ahrldlreclory.urg. TERMS AND CONDITIONS This Certificate and Its contents are proprietary products of AHRI. This Certificate shall only be used for Individual. personal and confidential reference purposes. The contents of this Certificate may noL In whole or In part, be reproduced: copied: disseminated; Aain entered Into a computer database: or otherwise utilized. In any form or manner or by any means, except for the user's Individual. MIL personal and confidential reference. AIR-CONDITIONING. HEATING, CERTIFICATE VERIFICATION & REFRIGERATION INSTITUTE The information for the model cited on this certificate can be verified at www.ahridiructory.org, click on `Vorify Cortilicato' link 1liu: 1-ow." and enter the AHRI Certified Reference Number and the date on which the certificate was Issued. which Is listed above, and the Certificate No.. which Is listed at bottom right. — - 2018Air- Conditioning, Heating, and Refrigeration Institute CERTIFICATE NO.: 131780285979212749 FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING 6 FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407,688.5080 Page 3 Application Number . . . . . 18-00000939 Date 8/06/18 Property Address . . . . . . 3920 SALTMARSH LP Parcel Number . . 17,20.31.502-0000-0360 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1068758 Permit pin number 1068758 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 409 MHO1 MECHANICAL ROUGH IN 1000 410 MH02 MECHANICAL FINAL _/_/_ FIRE INSPECTIONS CITY OF SANFORD 407.562,2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 18-00000939 Date 8/06/18 Application pin number . . . 430290 Property Address . . . . . . 3920 SALTMARSH LP Parcel Number . . 17.20.31.502-0000-0360 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 285566 Application desc noc on file Owner Contractor STARLIGHT HOMES STARLIGHT HOMES FLORIDA LLC SHAYNE 1064 GREENWOOD BLVD STE 124 ROSWELL GA 30076 LAKE MARY FL 32746 407) 708-0161 (407) 708-0161 Structure Information 000 000 NEW SFR Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . . . NONE Other struct info . . . . . ELEC - # AMPS 150.00 PLUMBING FIXTURES 17.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 2656.00 Permit . . . . . . MECHANICAL - NEW RESIDENTIAL Additional desc . . Phone Access Code 1068758 Permit pin number 1068758 Sub Contractor ENERGY AIR INC Permit Fee . . . . 110.00 Issue Date . . . . 8/06/18 Valuation . . 5240 Expiration Date . . 2/02/19 Qty Unit Charge Per Extension BASE FEE 110.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrichosanfordfl.gov Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 O1-APPLCTN FEE -BUILDING 25.00 O1-APPLCTN FEE -MECHANIC 25.00 O1-APPLCTN FEE -PLUMBING 25.00 O1-BLDG PLAN REVIEW 1083.00 O1-CHANGE OF CONTRACTOR 35.00 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. CITY OF SANFORD FIRE DEPARTMENT Building & Fire Prevention Division PERMIT APPLICATION Application No: Documented Construction Value: $ 45,000 Job Address: 3920 Saltmarsh Loop Historic District: YesDNo Parcel ID: 17-20-31-502-0000-0360 Residential D Commercial Type of Work: New I AdditionD Alterations 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 Name Street: Property Owner Information Starlight Homes FL LLC. 1064 Greenwood Blvd., Ste 124 City, State Zip: Lake Mary, FL 32746 Name Brandon Gibbs Phone: 407-708-0163 Resident of property? : No Contractor Information Street: 146 West Plant Street, Ste. 240 City, State Zip: Name: n/a Street: City, St, Zip: _ Winter Garden, FL 34787 Bonding Company: n/a Phone: 407-630-0119 Fax: State License No.: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: n/a Address: Address: EC13008106 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date. 6te Edition (2017) Florida Building Code Revised: January 1, 2019 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, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID tt Signature of Contractor/Agent A. i>to.tnca or1 C; bbs Print Contractor/Agent's Name 3 g Signature of N tAe of Florida at a r M Contractor/Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: CONUdENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: January 1, 2018 Permit Application CITY OF SkNFORD fIR[ nCpARTMINI Building & Fire Prevention Division PERMITAPPLICATION Application No: 1 a 93/ Documented Construction Value: $ 45,000 Job Address: 3920 Saltmarsh Loop Historic District. Yes[ —]No 0 Parcel ID: 17-20-31-502-0000-0360 Residential ] Commercial Type of Work: New I AdditionE] 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 Title: Director Fax: Email: brandon.gibbs@reedcm.com Property Owner Information Name Starlight Homes FL LLC. Street: 1064 Greenwood Blvd., Ste 124 City, State Zip: Name Lake Mary, FL 32746 Phone: 407-708-0163 Resident of property? : No Contractor Information Brandon Gibbs Phone: 407-630-0119 Street: 146 West Plant Street, Ste. 240 City, State Zip: Name: n/a Street: City, St, Zip: _ Winter Garden, FL 34787 Bonding Company: Address: n/ a Fax: State License No.: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: n/a Address: EC13008106 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: 6" Edition (2017) Florida Building Code Revised: January 1, 2018 Permit Application I - NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature ofNotaryState of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Signature of Contractor/Agent ate s L<c.rrca ur1 Gi bbS Print Cootractor/Agent's Name g Signature of No of Florida J ate g Contractor/Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Mn. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: January 1, 2018 Permit Application REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # / S- Q A Q Address: 2Q 7 f') •i, ,.,. n1n BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing — Roof 30 Sheathing — Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence 4''-:epry rr,.,.yo:f-'eA.aSJ.r.a7 r"ti.v,?tS:V'.ki%Ci'.:.-'=::::•Jc.; i:.,.:N,,::,1:T,;^ l•cn•..r .Y•4 tFiLECRICAtiLPERMIT._ 'l 4 , ' ,:a:: _: ;,. :; . .:.• y j{p „ M. J .. Hv f:ti :+`fi el.'c : S•.'iliJLf .,,.ii. ''ril.ib..?nii•h l. ': id{JI C. Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG 30 Electric Rough i 1000 Electric Final i Min Max Inspection Description 10 Plumbing Underground ' 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final i i CI3A_ TT IC i L'PERIVIIT', 5:_ i..ti'7.'3t".'r-•r!i4s•'r..•, •;z}y.:i. .-z 1•,•,.'• i .::isyat ' a:'r•2:.Y+.- .5dfs'J?}:i.Nti. •.nLl -!Ei` '1`.a`yS -A_.F Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final i i REVISED: June 2014