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HomeMy WebLinkAbout3990 Night Heron Dr 17-2798; NEW SFHCITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / a -7 9 Documented Construction Value: $ 11 1 CIO Job Address: Historic District: Yes No Parcel ID: 17-20-31-502-0000- ObSO Wyndham Preserve Lot loS Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@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: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 407-647-3700 No Fax: 407-647-0700 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: Street: 20 South Maple Street, Suite 150 City, St, Zip: Ambler, PA Bonding Company: Address: NA Fax: 215-646-8001 E-mail: sives@mulhemkulp.com Mortgage Leader: NA Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF CO_-MMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5th Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in complia ce with all applicable laws regulating construction and zoning. C Signatureof er/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Shayne Mangel OT' RY PUBLIC E OFFLORIDA C tn# GG113111 Ires 6/ 21/2021 Owner/Age ersonally Known to Me or Produced [D Type of ID Robert Willets Print Contractor/ Agent's Name Signature of No -State-State o (1 pate Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA Comm# GG113111 0Expi /21/ 2021 i Contractorii°ftt sersonallyKnown to Me or Produced ID Type of [D BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical [3 Mechanical® Plumbing© Gas[] Roof Construction Type: Occupancy Use: Flood Zone: X. - 5 et -rAC4GV Total Sq Ft of Bldg: 233 ( Min. Occupancy Load: %?, # of Stories:_1 103 New Construction: Electric - # of Amps 1!50 Plumbing - # of Fixtures 1 Fire Sprinkler Permit: Yes NoFA # of Heads APPROVALS: ZONING: t UTILITIES: ENGINEERING: i-470153"1l FIRE: Ok to construct single family home COMMENTS:. with setbacks and imperviousareashownonplan. 40-I' lo irnp. M(v9 441, tn9-T, 6rL Fire Alarm Permit: Yes NoQ WASTE WATER: BUILDING: 517 Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES - DETACHED Permit # I %-i9S Address: 3`4'c iIJ,G,- BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 Lintel 30 Sheathing - Roof 30 Sheathing - Walls 40 Roof Dry In 50 Frame 50 1000 Roof Final 60 Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final l GIBING -PERMIT Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 CITY OF SANFORD f BUILDING & FIRE PREVENTION PERMIT APPLICATION 1 -1ApplicationNo: Documented Construction Value: S 113 9 a-T Job Address: 3A9 O Historic District: Yes No Parcel ID: 17-20-31-502-0000- 01,9SO Wyndham Preserve Lot loS Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email:, Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property?: No City, State Zip: Roswell, GA 30076 i Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fag: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Arch itect/EngIneer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: .20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA Mortgage Lender: NA Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 5th Edition (2014) Florida Building Code Revised: June 30. 2015 -2 y• $ 5 31- a6 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as, water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in complia ce with all applicable laws regulating construction and zoning. a Signature of er/Agent Date Signature of Contractor/Agent Date Print Owner/Agent's Name I- Signature of Notary -State of Florida Date Shayne Mange' NOTARY PUBLIC STATE OF FLORIDA m# GG113111C 2021 Owner/Age l 0 Ires ly'Known to Me or Produced ID Type of ID Robert Willets Print Contractor/Agent's Name s Signature of No -State of Florida 0 Date Shayne Mangel NOTARY PUBLIC STATE OF FLORIDA c Comm# GG113111 rcContractori it t is.pl asona y 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: COMMENTS: UTILITIES: XV Zi WASTE WATER: ENGINEERING: FIRE: . - BUILDING: Revised: June 30, 2015 Permit Application Revision Response to Comments Permit # I a - 9---98 Project Address: Contact: c5T S City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building al q-1sanfordfl.gov f') Submittal Date W?g Ph: t-((')-4- --')rQY nI l k ( Fax: Email: P m (Irv,) QJ @ S4- Z (-< kTi hprr\es , L on"1 Trades encompassed in revision: QYBuilding Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building General description of revision: ROUTING INFORMATION Approvals r 12.r.-t 7 CITY Of SANFORD FIRE OEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2798 Date: 10/30/2017 Project Description: New SFR Contact Name: Shayne Mangel Job Address: 3990 Night Heron Drive Contact Email: Shayne.ManQel()starlighthomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter I are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected plan sheels and/or supplemental information as requested Permit submittals will not he accepted without two copies. COMMENTS: I. The plans have been designed for 136mph Ultimate Wind Speed. The home is required'to be designed to meet minimum 140mph ultimate wind speed. Please revise the wind load information for the home on the plans. FBC 107, FBC Chapter 16 2. The index, cover page and plan pages contain multiple elevations. Only I elevation should be shown on the plans. Please revise as necessary removing all elevations and options that do not apply. FBC 107 3. The Truss Layout on the plans is required to have the corresponding truss id's to match the truss engineering. There are no truss ids on the plans. Please revise the truss layout on the plans to show the correct truss ids. FBC 107 4. The Truss Layout on the plans differs from the truss placement diagram provided by the truss engineer. The plan page should match. Please revise accordingly. Check entire house, with most emphasis on the front of the house. FBC 107 5. The Washing Machine is required to be served by a 2" minimum vent. The riser shows a 1.5" VTR. Please revise the riser. FBC 107 6. Please show the location of the service panel (interior/exterior), and meter on the electrical plan for clarification. FBC 107 Incomplete Review" Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetines with the plans examiner to discuss comments will require an appointment arranged by phone or email prior to arrival. Respectfully, Steve Fiorey, CBO Residential Plans Examiner Pmn 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: 3990 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0650 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: 110-1 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) 11 O , IC AL US O Y Flood Zone: X Base Flood Elevation: N/A Datum: wa, 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 0 The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-2798 Reviewed by: Michael Cash, CFM Date: October 3, 2017 n po Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & tto Dq Landscaping in Right -of -Way www.sanfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or In the City of Sanford's right-of-way in accordance with the Clty's regulations and the attached construction plans approved as of this The is required for drivewaypartpermit. permit or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape Improvements Within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat clearly Identifying the Know vfiaesbelow. size and location of the existing right-of-way and use shall be provided or application could be delayed. Callbelorepoudig. 1. Project Location/Address: J99 N 1 t 4hcro r; ve, Ggn-,_d 2. Proposed Activity: ® Driveway 1!4 Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: C-& - nA.AC ir This application yfPropert Signature: Address: 1 th cc Print Name: John Reny Phone: ^(= tQ rS -pl s l Fax: Ei-I' l2 - 1- i(0 Email: Sr c . YW v.Ca vDate; cl I S- )1 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall Include maintenance of the Improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, With written City authorization. remove said Installationlimprovement fully restoring the rlghtof-way to its previous condition. In the event that any future construction of roadways, utilities, slormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are In the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to Its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City, Its councllpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all IlablliUes, dalms, 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 Citys rightof way. I have reS0-fflYXnderstJndoMe above statement and by signing this application I agree to its terms. Signature: Date: Q-15- 171 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. LPre-pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: lO " 3 - ZO O Site inspected by. Special Permit Conditions: Date: 1-11unr LY 1 J ROW Use D mway.fldf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 15 -1-1 Project Name: _Q t^aY-n <Setve.Project Address: Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Eric Korstsn Print Name of nant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print Name f Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # CDA &6_&y__kPkPrintNameofEl. C Signature of El. Contractor El. Contractor License # CALLED INTO: o Progress Energy o Florida Power and Light on / Rev.02/10/15) THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124 Lake Mary, FL 32746 NOTICE OF COMMENCEMENT State of Florida County of Seminole r+i+ IIII Illii lllfl lllll lllli liil ll GRANT MALOY, SEMINOLE COUNTYCLERKOFCIRCUITCOURT & COMPTROLLERSK91006Ps1261 (1P9s) CLERK'S 4 2017103575 RECORDED 10/13/2017 02:43:31 P11RECwH ,,)ING FEES $IiCi,Ijij RECORDED BY hdevore Permit Number. Parcel ID Number. 17-20-31-502-0000- G u Sc The undersigned hereby gives notioe that Improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information Is provided In this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) Wyndham Preserve, PB 81 Pgs 93-102. Lot Lo Address: 359 o 4se--ate 77.4 GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: _1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (If other than owner) Name. NA Address: CONTRACTOR: Name: Stariight 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 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. , Under pe altl perjury, I declare that I have read the foregoing and that the facts stated In it are true the s my nowledge and belief. ers Slgnaturo Owners Printed Name Flodde Statute 713.13(1Xg): *The owner must sign the notloe of oommenxment and no one also maybe permitted to sign In his or her stead.' State of _- County of t f1f : 1(: t c The foregoing Instrument was acknowledged before me this -day 'day of bee — by —I i fY LA Who is personally known to me VQe \ Name or person maldng staternent _ e1Q q <c OR who has produced Identification type of Identification Share NOTARY PUBLIC el STATE OF FLOR:M )A Notary signature h Comm# GG113111 Oro Expires 6/21=2` RECORD COPY \_ 1 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 65 1769 TL Qj-wc 1L e. Builder Name: Ashton Woods Street: 399p c un Permit Office: Seminole County City, State, Zip: Sanford, FL, 773 Permit Number. Owner. 2 7 9 8 nSANFORDG.t t -;- Design Location: FL. Sanford Jurisdiction:q p- 10County:: SLfi (F orida Climate Zone 2 I. New construction or existing Nsw (From Plans) 9. Wall Types (2114.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul. Exterior R=4.1 1785.00 fit 3. Number of units, if multiple family 1 b. Frame - Wood, Adjacent c. N/A R=13.0 329.00 fP R= ft' 4. Number of Bedrooms 3 d. N/A R= ft' S. Is this a worst case? No 10. Ceiling Types (1769.0 sgft.) Insulation Area a. Under Attic (Vented) R;=30.0 1769.00 ft' 6. Conditioned floor area above grade (ft') 1769 b. N/A R= ft= Conditioned floor area below grade (W) 0 c. N/A R= ft' 11. Ducts R ft2 7. Windows(161.0 sgft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 353.8 a. U-Factor: Dbl, U=0.34 120.00 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 30.0 SEER:14.00 c. U-Factor. N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft' a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 5.436 ft. Area Weighted Average SHGC: 0.257 14. Hot water systems 8. Floor Types (1769.0 sgft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1769.00 ft' b. Conservation features EF: 0.950 b. N/A R= fl= None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.091 Total Proposed Modified Loads: 53.05 PASSTotalBaselineLoads: 56.03 I I hereby certify that the plans and specifications covered by Review of the plans and S7. this calculation are in compliance with the Florida Energy Code. specifications covered by this calculation indicates compliance 04TEE y 0 y` •i„'<' - r, hl with the Florida Energy Code. s PREPARED BY: Before construction Is completed DATE: __, ' 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. Lf with the Florida Ener Code. COp yTE. v OWNER/AG 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 R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 5/16/2017 11:14 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner. of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 65 1769 TL User 1 Ashton Woods Seminole County Single-family New (From Plans) Bedrooms: 3 Conditioner} Area: 1769 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Lot Information 65 Seminole Sanford , FL. 32773 CLIMATE V Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Sanford FL ORLANDO SANFOR 2 39 93 70 75 677 44 Medium 6LOCKS Number Name Area Volume 1 Blockl 1769 16451.7 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 1769 16451.7 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 191.2 ft 0 1769 ft= 0 0 1 ROOF V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Tested Insul. Pitch deg) 1 Hip Composition shingles 1978 ft' 0 fill 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 1769 ft' N N CEILING Ceiling Type Space R-Valua Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1769 ft' 0.1 Wood 5/16/201711:14 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Space Cavity Width 10 Wall T4ps-Et in Ff Height Sheathing Framing Solar Below In Aran RA! 0 1 N 2 E 3 S 4 W 5 E Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Garage Frame - Wood Main 4.1 75 3 9 4.1 18 6 9 4.1 59 5 9 4.1 38 1 9 13 35 3 9 4 702.3 ft' 0 4 172.742 0 4 554.6 ft' 0 4 355.4 ft' 0 4 329.0 ft' 0 0 0.6 0 0.6 0 0.6 0 0.6 0 0.01 0 0 0 0 0 DOORS Omt Door Type Space Storms U-Value Ft Width In FHeightln Area 1 2 E Wood Main E Wood Main None None 39 3 39 2 10 6 10 6 10 20.5 ft' 19.4 ft' WINDOWS Orientation shown is the entered. Proposed orientation. v # Wall Omt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade Screening 1 2 3 4 5 N 1 Vinyl Low-E Double Yes e 2 Vinyl Low-E Double Yes s 3 Vinyl Low-E Double Yes w 4 Vinyl Low-E Double Yes W 4 Vinyl Low-E Double Yes 0.34 0.26 0.34 0.26 0.58 0.25 0.34 0.26 0.34 0.26 15.0 ft' 1 ft 0 In 1 ft 0 in 30.0 ft' 1 ft 0 in 1 ft 0 in 41.0 ft' 11 It 10 in 1 ft 0 in 45.0 ft' 1 ft 0 in 1 ft 0 in 30.0 ft' 10 ft 0 in 1 ft 0 in None None None None None None None None None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 410 ft' 384 ft' 64 ft 9.3 it 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 1919.4 105.37 198.16 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtulhr 1 sys#1 COOLING SYSTEM system Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 cfm 0.75 1 sys#1 5/16/2017 11:14 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage O.S5 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cart # Company Name System Model # Collector Model Area Volume FEF None None ft= DUCTS Supply — Return ---- Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 353.8 ft Main 86.45 ft Prop. Leak Free Main cfrn 53.1 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan Venting Jan Feb Mar FebX A JA r Apr Ma X Jun X Jul May Jun Jul X AugSep Aug riSep Oct Nov Oct Nov Dec DecarX 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 73 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 57 0 0 1 - Electric Heat Pump 1 - Central Unit 5/16/2017 11:14 AM EnergyGaugeO USA - FlaRe52014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. Sanford, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1785.00 ft' b. Frame - Wood, Adjacent R=13.0 329.00 ft' 3. Number of units, if multiple family 1 c. N/A R= ft° 4. Number of Bedrooms 3 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types Insulation Area a. Under Attic (Vented) R=30.0 1769.00 ft2 6. Conditioned floor area (W) 1769 b. NIA R= ft° 7. Windows- Description Area c. NIA R a a. U-Factor Obl, U=0.34 120.00 ft' 11 Ducts a. Sup: Attic, P.et: Main, AH: Main R ft° 6 353.8 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft' SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft' a. Central Unit 30.0 SEER:14.00 SHGC: d. U-Factor. NIA ft' SHGC: 13. Heating systems kBtu/hr Efficiency Area Weighted Average Overhang Depth: 5.436 ft. a. Electric Heat Pump 30.0 HSPF:8.20 Area Weighted Average SHGC: 0.257 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallonsa. Slab -On -Grade Edge Insulation R=0.0 1769.00 ft o a. Electric EF: 0.95 b. N/A R= ft' c. N/A R= ft' b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: I /I Address of New Home: City/FL Zip: Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 5/16/2017 11:14 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 65 1769 TL Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford , FL , 32773 Permit Number: Owner: Juri3diction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 5/16/2017 11:14 AM EnergyGaugeO USA - FiaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 651769 TL Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford , FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1769 sq.ft. Cond. Volume: 16452 cuff. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data I I HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour In Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through S. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the lest and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures: 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures: 3. Interior doors, if installed at the time of the test, shall be open: 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed: 5. Heating and cooling systems, if installed at the time of the test, shall be turned off: and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: tits SraTF i _o_ :JE3c h a v*; v 0 W r, 5/16/2017 11:14 AM EnergyGauge® USA - FlaRes^4014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 65 1769 TL Builder Name: Ashton Woods Street: Permit Office: Seminole County City, State, Zip: Sanford. FL. 32773 Permit Number: Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaqe Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: 5/16/2017 11:14 AM EnergyGaugeO USA - FlaR.es2014 - Section R405.4.1 Compliant S Page 1 of 1 Project Summary Job: Ashton- Staflight Brisson wrightsoft' r/ Date: 4/1412017 Entire House By: Energy Air, Inc Plan: 1769 S 5401 Energy Air, Ct. Orlando, FL 32810 Phone: 407-886.3729 Email: GRenner@energyaircom Web: vmw.energyair.com For: Lot 65 1769 TL, Ashton Woods Homes Sanford, 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 70 OF Inside db 75 OF Design TD 26 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/Ib Heating Summary Structure 17937 Btuh Ducts 1477 Btuh Central vent (57 cfm) 1620 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 21034 Btuh Infiltration Method Simplified Construction quality Semi - tight Fireplaces 0 Heating Co Area ft 2) 6 175g 6 Volume (ft') 16375 16375 Air changes/hour 0.26 0.14 Equiv. AVF (cfm) 71 38 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO300000A AHRI ref 7835429 Efficiency 8.2 HSPF Heating Input Heating output 28600 Btuh @ 47°F Temperature rise 29 OF Actual air flow 899 cfm Air flow factor 0.046 cfm/Btuh Static pressure 0. 50 in H2O Space thermostat Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 16996 Btuh Ducts 1971 Btuh Central vent (57 cfm) 1105 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 20072 Btuh Latent Cooling Equipment Load Sizing Structure 1931 Btuh Ducts 191 Btuh Central vent (57 cfm) 1697 Btuh Equipment latent load 3819 Btuh Equipment total load 23891 Btuh Req. total capacity at 0.75 SHR 2.2 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO300000A Coil FB4CNP030L AHRI ref 7835429 Efficiency 11.7 EER, 14 SEER Sensible cooling 21450 Btuh Latent cooling 7150 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0. 50 in H2O Load sensible heat ratio 0.84 Capacity balance point = 37 OF Soldgralk values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrilghtsoft' Right -Suite® Universal 2017 17.0.08 RSU17013 2017-May 18 11.1ge 1 ACCA ...ot S cific\ Pape 1 pe Wyndham Preserve\ Lot 85 1789 TL.rup Cale = bU8 front Door faces: E wrightsoft• Manual S Compliance Report Entire House Energy Air, Inc 5401 Energy AIr, Cl, Orlando, FL 32810 Phone: 407-886.3729 Email: GRennerCenergyair.com Web www.energyair.com For: Lot 65 1769 TL, Ashton Woods Homes Sanford, FL 32773 Design Conditions Job: Ashton- Starlight Brisson Date: 411412017 By: Plan: 1769 S Outdoor design DB: 92.6OF Sensible gain: 20072 Btuh Entering coil DB: 76.2°F Outdoor design WB: 75.9'F Latent gain: 3819 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 23891 Btuh Indoor RH: 50% Estimated airflow: 899 cfm Manufacturers Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 20104 Btuh 100% of load Latent capacity: 6015 Btuh 158% of load Total capacity: 26119 Btuh 109% of load SHR: 77% Design Conditions Outdoor design DB: 44.2°F Heat loss: 21034 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0°F Manufacturers Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0300000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 136% of load Capacity balance: 37 OF Supplemental heat required: 0 Btuh Economic balance:-99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 5. 6 kW 90% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-May-16 11:10:53 wrightsoft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACCk ...ot Specific\ Wyndham Preserve\Lot 65 1769 TL.rup Celc = MJ8 Front Door feces: E wrightsofte Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct. Orlando. FL 32810 Phone: 407-886-3729 Email: GRenner@energyaircom Web: www.energyaircom For: Lot 65 1769 TL, Ashton Woods Homes Sanford, FL 32773 Job: Ashton- Stadight BrIsson Date: 411412017 By: Plan: 1769 S Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0. 22 in H2O 0.22 in H2O Available static pressure 0.28 in H2O 0.28 in H2O Supply / return available pressure 0.140 / 0.140 in H2O 0.140 / 0.140 in H2O Lowest friction rate 0.187 in/100ft 0.187 in/100ft Actual air flow 899 cfm 899 cfm Total effective length ( TEL) 150 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 bat h 1039 48 26 0.195 5.0 OX 0 VIFx 23.6 120.0 st3 bed2 h 1363 63 47 0.197 5.0 OX 0 VIFx 22.1 120.0 st3 bed3 h 3562 165 129 0.187 8.0 Ox 0 VIFx 34.5 115.0 st3 cl2-A c 149 1 7 0.196 4.0 Ox 0 VIFx 23.0 120.0 st3 foyer h 1375 64 60 0.344 5.0 Ox 0 VIFx 11.5 70.0 kit -din -tam c 2649 93 126 0.191 7.0 Ox 0 VIFx 26.8 120.0 stl kit-din-fam- A c 2649 93 126 0.195 7.0 Ox 0 VIFx 23.9 120.0 stl kit-din-fam- 8 c 2649 93 126 0.351 6.0 Ox0 VIFx 4.8 75.0 laun c 1013 20 48 0.356 4.0 OXO VIFx 8.7 70.0 m bath h 959 44 31 0.195 4.0 Ox 0 VIFx 23.5 120.0 st2 m bed h 3461 160 144 0.193 7.0 OX 0 VIFx 29.8 115.0 st2 wic h 1169 54 31 0.195 5.0 Ox 0 VIFx 23.6 120.0 st2 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk SO Peak AVF 186 251 0.191 568 9.0 0 x 0 VinlFlx st2 Peak AVF 259 206 0.193 586 9.0 0 x 0 VinlFlx st3 Peak AVF 277 208 0.187 627 9.0 0 x 0 VinlFlx Sold//tallc values have been manually overridden 2017-May-16 11:10.53 w „I wrightSoft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACIC1K ... ot Specific\ Wyndham Preserve\Lot 65 1769 TL.rup Celc = WS Front Door faces: E Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mad Trunk rb1 Ox0 899 899 0 0 0 0 Ox 0 VIFx 2017-May-16 11:10.53 wrightsoft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 2 ACZK ...ot SpecificlWyndhem Preserve\Lot 65 1769 TL.Np Celc = W8 Front Door faces: E Job M Ashton- Stariight Brisson Performed for. Lot 65 1769 TL 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 Scale: 1/8" = 1'0" Page 1 Right -Suite® Universal 2017 17.0.08 RSU17013 2017-May-16 11:11:02 dham Preserve\Lot 65 1769 TL.rup WYNDHAM PRESERVE - LOT 65 BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. POINT OF COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 7 BASIS OF BEARING) M rA PALMER'S SUBDIVISION PLAT BOOK 2. PAGE 41) w v1 O O N POINT OF BEGINNING N89• 40 51 351.41 LEGAL DESCRIPTION PLOT PLAN WYNDHAM PRESERVE LOT 6S Proposed) 1[0 1 i - 2 iq& bA Ok to construct single family home with setbacks and impervious area shown on plan. 40.'1 '(o 'jr"p. 17(aq 4QtJFt, -Ti CrL LOT 64 I N89'43'03 "E 119. 08, I 1 1.0. 1 N9 O r- 127.8' ; 25.31 O I I 66.0 1 O I LOT; 65 N PROPOSED M 1 O abIAREA = 9'3 1 STORY RESIDENCE 25.31 Z 17,144 S.F. ± 3990 NIGHT HERON DRIVE 13.3 00, o. I ; W o PORCH PROPOAD w z I w ii in' a a 1769 HAWKING 5 3 CONC WALK ELEVATION - T N w I z rz ; 9.3 GARAGE -LEFT o o PROPOSED O w I o N ; ri N FFE= 25.8 DRIVEWAY I F Z O 27.8' 58.0 J I A,/C_--_r OCA 2 1 L---0 G ---_ z_ o PAD " lui n I 1 0' I 119.06' S89-43'031W I r - ------------------------------------- LOT 66 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE". City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00°19'09"E., a distance of 1,831.14 feet; thence N.89040'51"E., a distance of 351.41 feet to the POINT OF BEGINNING; thence N.00°18'02"W., a distance of 60.00 feet; thence N.89"43'03"E., a distance of 119.08 feet; thence S.00016'57"E., a distance of 60.00 feet; thence S.89°43'03"W., a distance of 119.06 feet; to to the POINT OF BEGINNING. Containing 7,144 Square feet, more or less. rcr -roof cqw menc LEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed s BFP - Surve ow Preventerreven Sight Distance Easement S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point 0 -Description FP&L -Florida Power & Light P -plat FFE -Finish Floor Elevation 0. . -Deed Book Water Meter O.R.-Official Records Book 04-Water Valve P.B.-Plat Book Zf Flre Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation RICX-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver m-Telephone Box SW -Sidewalk EI-Electric Box FFE-Finished Floor Elevation Utility Pole CI -Curb Inlet Guy PoleR-LightGTI-Grate Top Inlet 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) G -Sanitary Sewer Manhole SF -Square Feet ENNo -Electric Handhole D.U.E. -Drainage/Utility Easement COO -Clean out FMGD -MAG NAIL & DISK XV04-Irrigation Control Valve P.K. -Parker Kolon Nail p -Sign SIR -Set 1/2' Iron Rod LB7768 WD4-Gate Water Valve SPKD-Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2' Iron Rod LB7768 rr -Existing Grade F1P -Found 1/2' Iron Pipe LB7768 a -Blow-off Valve DrainageFPKD-Found P.K. Nail & Disk LB7768 Flow Direction FCM -Found 4"x4" Concrete Proposed Design Grade Monument PRM LB7778 Note: Some items in above leaen As-Built/Existinq Grade may not be ODDglicable) 1 Description I Date I Dwn.ICk'd I P.C.IOrder No. SURVEYOR'S NOTES: 1. Current title information on the subject property had not been 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 are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE". City of Sanford Seminole County. Florida. 5. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) mes D. Leviner LS6915FLORIDAPROFESSIONALSURVEYORdoMAPPERN0. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL T I w y PCP_ mo: U Z N U A Q 3 ^ zoo 3 Ood= ajr = LLJ to 00. O in z 25.0' PCP DU%IENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT = 7.144 SQ.FT. LIVING AREA= 1.769 SQ.FT. GARAGE = 410 SQ.FT. PORCH = 43 SQ.FT. DRIVEWAY = 532 SQ.FT. PATIO = 109 SQ.FT. WALKWAY = 40 SQ.FT. IMPERVIOUS= 40.•7%6 SOD 4.252 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1,500 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTAL AREA AREA 8.644 SQ.Fr. DRIVEWAY = 646 SQ.FT. SIDEWALK = 340 SQ.FT. SOD = 4.538 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 "A" DESCRIPTION: PROPOSED LOT 65, according to the plat of "WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. Drawn: JE I Checked: JDL I P.C.: Data File:8emmEast-Plat Date:04/24/17 Dwg:&hwEast-Leto Order No.: - SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: RECORD COPY PA 1=ELECTRIC Starlight Homes Seminole 1769 Hawking LOAD CALCULATION May 26. 2017 1. HVAC LOADS INEC 2011 - 220 82(CI(31- (411 ZONE COMPRESSOR SIZE 1 3.00 TON 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER 1 7.00 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS TOTAL LOAD FOR COMPRESOR c@ 100% TOTAL LOAD FOR AIR HANDLER n 65% TOTAL HVAC DEMAND LOAD 11. GENERAL LOADS INEC 2011 - 220 82(B)(ll-(411 CONNECTED LOAD 5.40 KVA BLOWER MOTOR CONNECTED LOAD 0.67 7.67 KVA 13.07 KVA 5.40 KVA 4.99 KVA 10.39 KVA LIGHTING 1769 Sq Ft @ 3VA/Sq Ft 5.31 KVA QTY 2 SMALL APPLIANCE CIRCUITS VALUE 1.50 TOTAL 3.00 KVA KVA 0v110(NG, I LAUNDRY CIRCUIT 1.50 1.50 KVA I 0 DRYER CIRCUIT STACK WASHER/DRYER 5.00 5.00 KVA aAJFpRD5.00 I WATER HEATER (1) 4.50 4.50 KVA O -IN 0 WATER HEATER (2) 4.50 OARTNNK l DISHWASHER 1.20 1.20 KVA I DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 0.80 0 1 RANGE/OVEN(1) RANGE/OVEN 7.20 82) 12.00 12.00 KVA V COOKTOP CIRCUIT 7.20 SUMMER KITCHEN/JENAIR GAS 1.50 1 MICROWAVE CIRCUIT 250 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 720 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 35.81 KVA IST 10 KVA (GENERAL LOADS) Q 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.32 KVA SUBTOTAL (GENERAL LOADS) (NEC 2011 - 220 82(B)l 2032 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.32 KVA TOTAL DEMAND LOAD INEC 2011 - 22082(AIl 30.71 KVA MINIMUM SERVICE SIZE 127.95 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram 150 Amp Main i 120V / 240V Typical 150 Amp Interior Panel SANFORD G` F'ARnJ 1 7 - 2 7 9 8 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 Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp I Concrete Encased Electrode r 11 fl• 1 Lumber design values'are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: WP0065 - MITek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: W P0065 Model: 1769 Tampa, FL 33610 4115 Lot/Block: 65 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: FBC2014lTP12007 Design Program: MITek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 23 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. I Seal# I Truss Name I Date I No. I Seal# I Truss Name Date 1 1 T12469724 1 Al 11/9/17 118 1 T12469741 131 11/9/17 12 I T12469725 I A2 1 11/9/17 119 1 T124697421 D2 1 11/9/17 I 13 I T 12469726 I A3 1 11 /9/17 120 I T 12469743 I E l 1 11 /9/17 1 14 1 T124697271 A4 1 11/9/17 121 1 T1 2469744 1 EJ3 1 11/9/17 1 5 1 T12469728 1 A5 11/9/17 22 IT12469745JEJ5 11/9/17 6 IT12469729IA6 11/9/17 123 IT12469746JEJ7 11/9/17 7 IT124697301A613 11/9/17 I 1 1 I 1 I I 1 CNr- At 1 7 _% 7 18 I T12469731 I A7B 1 11/9/17 19 1 T1 2469732 1131 1 11/9/17 110 IT124697331BJ1 111/9/17 Ill IT124697341BJ3 111/9/17 112 IT124697351BJ5 111/9/17 113 1 T124697361 C 1 111/9/17 114 1 T124697371 C2 111/9/17 115 1 T124697381 CJ3 1 11/9/17 16 1 T12469739 1 CJ5 11/9/17 117 1 T124697401 CJ7 1 11/9/17 of 9 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. I1111111#, 11/ NS A• q -#-14i N G E N, '-. No 39380 t ' ir= STATE OF Z U . oc` ,c O R 1 O 5,, N At- Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 9,2017 Albani, Thomas 1 of 1 Job cuss type h' T12469724 wPooes Ir. ss At Common 11 1 e Job Reference tional ouneers reaaource, a a, rwm wy, r,vwv .aevvv 1-06 7 12.7-t 0 6 7 6.6.10 5. 00 572 3x4 016 - 5 4 20 3 16 15 17 3x4 = 4x6 = Sx6 6 14 3x8 = zfiORgK VR9zPC PY-09?J PFdrligbrtn8gpH 30 7 4x6 8 18 13 12 06 = 30 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) 0.26 12-14 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(TL) 0.67 14-16 665 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.82 Horz(TL) 0.16 10 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Scale = 1:65.7 2x4 9 10 ti Ig 3x6 = PLATES GRIP MT20 244/190 Weight: 186 lb Fr = 20%, LUMBER- BRACING - TOP CHORD 2x4 SP .2 TOP CHORD Structural wood sheathing directly applied or 3-0.6 oc purlins. BOT CHORD 20 SP N .1 'Except' BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. 13- 15: 2x SP No.2 WEBS 1 Row at midpt 7-14. 5-14 WEBS 2x4 SP N .3 REACTIONS. ( Ib/size) 2=1453/0-8-0, 10=1453/0-8-0 Max Ho 2=-116(LC 13) Max Uplll-389(LC 12). 10=-389(LC 13) FORCES. ( lb) - Max. C p./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-29 2/1835, 3-4=-2677/1666, 4.5-2595/1677, 5-6=-1859/1272, 6-7-1859/1272, 7. 8=-25 5/1677, 8.9=-2677/1666, 9-10=-2932/1835 BOT CHORD 2.16-1 64/2641, 15.16=-1184/2173, 15-17=-1184/2173, 14.17=-1184/2173, 14- 18=- 187/2173, 13-18-1187/2173, 12-13=-1187/2173, 10-12=-1576/2641 WEBS 6-14=-6j7/1062, 7-14=-696/579, 7-12=-189/513, 9.12=-302/359, 5.14-696/579, 5- 16=-1 9/513, 3.16=-302/359 NOTES- 1) Unbalanced roof live to ds have been considered for this design. 2) Wind: ASCE 7.10; Vull 140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsi; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) an C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS 1 r reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been de Igned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been d Igned 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 herd and any other members, with BCDL = 10.Opsf 5) Provide mechanical co nation (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=389, 10= 389. 6) ' Semi -rigid pilchbreaks 'lh fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vedfy dodifn mefent and READ NOTES ON THIS AND INCLUDED M/TFK REFERANCE PAGE MB-7473 rev. I&I12MI6 BEFORE USE. Design for Ivlliak® connectors Ms design is based only upon parameters shown. and Is pot an Individual building component. not wt vainuseonlyvAta truss system. Before use, 1 IxBdng designer must verity the applicability of design parameters and ptoperiy Incorporato Ih6 design Into the overall cling design. ®acing Ind cited Is to prevent buckling of IncilvkJtal truss web and/or chord members only. Additional lempoicrry and permanent bracing theMOW is always reguirod for stabillt and to prevent collapse win I»ssUle personal Iniury and property danage. Fa general guidance regacing fob ticatkrn. storage. del, election and bracing of tnrsses and in= systems. seeANSI/IPI I Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inl4xrnatlon ovc&"e from buss Plate institute. 218 N. lee Street. Stlte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type n T12469725 W P0065 A2 Hip 2 1 Job Reference (optional) Builders FaslSource, Tanga, Plant City, Florida 33566 7.640 a Aug 16 2017 ns, ea ,anus, ies. Inc. , hu Nov.+ I age I D:rtytRhmERah3zfiORgKYR9zPCPY•sL2hcbePt JiVIO?ujGmPehKsNDwsExbkpbdOHyKzPs 14 56.0 11.6.10 170-0 21-0.0 26.56 32.6-0 3800 9.0-0 0 56-0 6-0.9 5.56 4-0-0 5-56 6.0.9 5.6-0 .0-0 5.00 12 5x6 = 5x6 = Scale = 1:68.3 34 = , o „ 16 15 - 3x6 = 3x4 = 4x6 = 3x4 = 3x4 = 4x6 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) -0.49 13.15 >915 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(fL) -0.97 13-15 >461 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(rL) 0.18 11 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1453/0.8.0, 11=1453/0-8.0 Max Horz 2=104(LC 16) Max Upl11t2=-377(LC 12). 11=-377(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2982/1815, 3.4_ 2791/1717, 4-5=-2676/1728, 5-6=-2011/1336, 6-7=-1806/1289. 7-8= 2011/1336, 8-9= 2676/1728, 9-10=-2791/1717, 10-11=-2982/1815 BOT CHORD 2-18=-1548/2674, 17.18— 1223/2241, 16-17= 1223/2241, 15-16=-842/1806, 14-15_ 1226/2241. 13.14— 1226 2241, 11-13=-156312674 WEBS 3.18=-220/297, 5-18= 204/504, 5-16=-646/516, 6-16=-299/516, 7-15=-299/516, 8-15=-646/516, 8-13=-204/504, 10-13= 220/297 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI11=1401nph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15It; Cat. II; Exp C; Encl.. GCpf=0.18; MW FRS (envelope) and C-C Exterlor(2) zone; cantilever left and right exposed. end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' 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 lit between the bottom chord and any other members, with BCDL = 10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 2=377, 11=377. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNWO - VaAIy design psnunotwe and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PACE M&7473 rev. I0413R0r6 BEFORE USE. De*p valid for use only wAth Mlfek® connectors Irgs design is Ixaed only upon rxaameters shown. and is for an hntlhAthral buldlrt0 component, not a teas system. Before buildingthebuildingng designer must verify the al)Ixlca burxx llyofclesWanelors and rxopedy I ncorporatu this design into the overall lxticBng design. Bracing IndlCO d Is to prevent txrcldhng of individual Inns web and/or chord members orgy. Addiliona lomrxxary and permanent lxaclng MiTek' Is always reed lot statAlty and to prevent collapse vAlh pos*Ae petsorxl"and Ixoperty damage. For general guidance regarding the fabrication. Storage, delivery. erection and txacktg of teases and nuz systems seeANSI/IPI I Quallry Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Salary Information ovallode Iran truss Rate NuIIMe. 218 N. Lee Sheel. SrMe 312. Alexandria. VA 22314. Tompa, FL 33610 Job Truss Truss Type ty T12469726 W P0065 A3 Hip 2 1 Job Reference (optional) Builders FestSource. Tamps. Plsm City. Fonda 33566 7.640 a Aug 16 201 r Weak industries. Inc. Thu rvdv ire ire 30 32 20, r Page r I D:rfytRhmERah3zfiQRgKYR9zPCPY•KY73gwf 1 eHrZ7SzBSRn?ynEOkribRbnbkzTLBYlyKzPr 07d•11 15-0.0 23-0.0 30.7.5 38 Ro 9.0-0 7. 4.11 7.7.5 8-0-0 7.7.5 7•4.11 1-0.0 a 500 12 Sire = 5x6 = Scale = 1:68.3 3x6 = 16 14 13 " 11 3x6 = 2x4 11 4x6 30 = 3x8 = 44 — 20 II LOADING ( psi) SPACING- 2-0.0 CSI. DEFL. in Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ven(LL) -0.22 13-14 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 SC 0.83 Ven(TL) -0.54 13-14 >832 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.27 Horz(rL) 0.19 9 rVa Na BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 185lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied. 5. 6: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-7.12 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 3.14, 5-13, 8-13 WEBS 20 SP No.3 REACTIONS. ( Ib/size) 2=1453/0-8-0, 9=1453/0-8-0 Max Horz 2=-93(LC 13) Max Uplift2=-363(LC 12), 9=-363(LC 13) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3= 2953/1756, 3-4=-2232/1368, 4-5=-2148/1390, 5-6=-1992/1363, 6-7= 2149/1390, 7- 8=-2233/1368, 8-9=-2952/1755 BOT CHORD 2-16=-1479/2641, 15.16=-1479/2641, 14-15=-1479/2641, 14.17=-965/1992, 13- 17— 965/1992, 12-13=-1491/2641, 11-12— 1491/2641, 9-11=-1491/2641 WEBS 3-16=0/314, 3-14— 718/570, 5.14=-165/502, 6.13=-164/502, 8-13=-717/570, 8-11=0/313 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=4.2psf: BCDL=3.0psf; h=1511; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qldb) 2=363. 9= 363. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING. Vedly doaryn paramatwo and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 111114477 rev. 14010 OIS BEFORE USE. Design valid fa use only with tAlel0 conneelas. Rk design Is based only upon parameters shown, and Is fa anindividual bxuldlhg component. not o busssystem. Bolero use. the building designer must verily the g4AIca1AIty of design loranoters and pglerly Incorporate this design Into the overall Wilding design. Bracing Indicated Is to prevent buckling or WKRvkk al truss web and/or chord rnernbms only. Additional temporary and permanent bractng M iTeW is always recKdred Ion stal7tilly and to prevent callarne vAlh possUe personal tryuay and property damage. For general guidance regarding tho ralxlculbn storage. delivery. erection and btoct ng of Irrsses and truss systems, seeANSMI I Quality Criteria, DS11-69 and SCSI Building Component 6904 Parke East Blvd. Salary Information ovalWMe troth truss Rate Iralltute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 a ruse Truss Type ty T12469727 W P0065 A4 Hip 2 t Job Reference (optional) I Th N OB 09 30 33 2017 Poe tBuildersFiralSource. Tampa. Plark City, Florida 33566 7 640 s Aug 16 2017 MTak Industries, nc. u ov g IO:rfytRhmERalt3zftORgKYR9zPCPY-pkhR 1 GggPbzOlcYN?81EV)mf8BwOKFOuB74k49yKzPq 1-0- 7.0.1 i 3-0-0 18-0-0 254-0 30.11.15 38-0.0 9-0 07.0.1 s-11.1s 6-0-0 6.0-0 s-11.15 7-0.1 5x6 = 3x6 = _ 30 = 3x6 = 20 II 12 3x8 = Sx6 = 3x6 = 3x4 = Scale = 167.2 LOADING ( psi) SPACING- 2-0.0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Ven(LL) -0.27 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Ven(Q -0.63 12-14 >716 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.24 Horz(TL) 0.16 8 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 180lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.7-0 oc puffins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-0.6 oc bracing. 11- 13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 2=1453/0-8-0, 8=1453/0-8-0 Max Horz2=81(LC 16) Max Upiill2=-359(LC 8), 8=-359(LC 9) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2891/1743, 3-4= 2635/1609, 4-5=-2407/1551, 5-6=-2407/1551, 6-7— 2635/1609, 7. 8=-2891 /1743 BOT CHORD 2-14=-1470/2601, 13-14— 1065/2118, 13-15=-1065/2118, 12-15=-1065/2118, 12- 16=-1068/2118, 11.16= 106812118, 10-11=-1068/2118, 8-10=-1481/2601 WEBS 3-14=-333/395, 4-14_ 259/529, 4.12— 187/529, 5-12=-364/305, 6-12=-187/529, 6- 10=-259/529, 7.10=-333/395 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; BCOL=3.Opsf; h=15ft; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 fit between the bottom chord and any other members, with BCOL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 2=359, 8= 359. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING • VaAIy dodgn parametore and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MD-7473 rev. IdA3,2016 BEFORE USE. Design valid for ttse only vAlh Mltek®connectots. Itls design Is based only upon parameters shown. and Is for an indmal al buldktg cornponenl. ltol a ktm system. Before use, the buildling designer must verity Ilse applkdlflN of deslart parameters and properly Incorporate this design Into line overall building design. Bracing Imilcated Is to prevent budding of individual Irtm web aril/or chord members only. Additional temporary and permanent Iraclng MOW Is always tegAred for sloblilly and to prevent calque with possible personal "and property damage For genera gukid ce regarding the fabrication storage. delivery. erection and Ixaclrlg of trusses and trim systems. seeANSVTPI I Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avdatAe 00m buss Plate Institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty ply T12469726 W POO65 A5 Hp 2 1 Job Reference (optional) Buddets FBslSource. Tampa. Plard Cay. Fbnde 33566 7.64' s mug fro -- wu. eR' ==..fro=. • is .. uo . I0,"RhmERah3zfiORgKYR9zPCPY-HwFpfcglAv5HN17aZsgT 1 CJnFaHg3cH 1 OngldcyKzPp 1 5.23 11.0-0 19-0-0 27-0-0 32.9.13 38-0-0 9-0 1-0 5.2.3 5.8.13 8-0-0 8-0-0 5.9.13 5.2.3 -0 Sx8 = SMf17 2x4 11 5x8 = Scale = 1:67 1 a 3x6 = 16 15 13 - 11 10 3M = 2x4 11 3x6 — 3x8 = 3x4 = 20 11 3x4 = 3x6 = 5-2.3 110-0 1 l"_0 I 27-0-0 I 32.913 3td-0-0 5.2.3 Plate Offsets MY)-- 5.9.13 - 6-" 12.0-3-0 Edoel 14.0-5.12 0-2-8) 16:0-5.12 0-2.81 18.0-3-0 Edael ovv LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.25 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Ven(TL) -0.61 11-13 >735 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.58 Horz(TL) 0.19 8 We rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 188lb FT = 20%, LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-11 oc bracing. REACTIONS. (lb/size) 2=1453/0.8.0, 8=1453/0-8.0 Max Horz 2=-70(LC 13) Max Uplift2=-379(LC 8), 8=-379(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3001/1750, 3-4— 2558/1521, 4-5=-2872/1786, 5.6=-2872/1786, 6-7=-2558/1521, 7-8=-3001/1749 BOT CHORD 2-16=-1490/2691, 15-16_ 1490/2691, 14.15=-1167/2314, 13-14=-1167/2314, 12-13=-1171/2314. 11-12=-1171/2314, 10-11=-150712691, 8-10=-1507/2691 WEBS 3-15=- 420/361, 4-15=-88/391, 4-13=-372(775, 5-13=493/423, 6-13=-372(775, 6-11=-88/ 391, 7-11=-420/361 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.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MIN FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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.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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except pt=lb) 2=379, 8=379. 7) ' Seml-rigid pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNWG - Verity dedyn paremotert end READ NOTES ON THIS AND INCLUDED W EK REFERANCE PAGE M9.7473 rev. 14AMIM16 BEFORE USE Design valid far use orgy Win IAlek® conneclors. IM design Is lased only upon parameters shown. and Is for an IndMC0.al txrildirg component. not a bias system. Before use, the 1xtUdng deslgnor must varity, the alf3pkablilty, of cosign Ixramoters and prgatny Incogxroto this design Into Ito overall btfic&V design. Bracing Indicated Is to prevent txtcklhV of Individual Itus web aril/or chord members orgy. Addillonai temporary and permanent bracing MOW is always tegUred lot slablllly and to Ixevonl collapse vAlh possible personal l Injury andlxoperty damage. For general guidance regardhng the fabricallon, storage. dollvery, ereclkrn and bracing of tnasos and Irtss systems seeANSI/IPI I Quality Criteria. DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from trust Pale Institute. 216 N. lee Street. Sidle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply r12469729 WP0065 A6 Htp , 1 1 Job Reference (optional) 9a11dafa 1-e6150urce. f saga. menu arty. t•roaoo aa000 . ^w • • • ••^ • ^ •..--••.. ...- •--- -- --•-- -. --.. . -•- . ID:rylRhmERah3zfiORgKYR9zPCPY-HwFpfcglAv5HN17aZsgTlCJgkaHB3g410ngldcyKzPp 1-0- 5 8.11 9.0.0 15 e•0 22.4-0 29-0-0 32.3-5 38-0-0 9-0 o 5-a-11 3 3.5 6.8-0 6.8.0 6.8-0 3-3 5 S 8 11 -0 Sx6 = 30 = 06 = 30 = Sx6 = Scale - 1,67.1 3x6 = 16 .n ,. 1A 12 axe = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 9-0-0 19-0.0 29-" 38-0-0 n..n 10-0-0 9.0.0 Plate Offsets O(Y)-- 12.0.3.0 Edael 14.0-3-00-2-41 16.0.3-0Edge], 18:0.3.0 0-2-41 (10:0-3-0 Edael LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.30 14 >999 240 MT20 244/190 TCDL 7. 0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.78 12.14 >572 180 BCLL 0. 0 ' Rep Stress Incr YES W B 0.34 Horz(TL) 0.20 10 Na rVa BCDL 10. 0 Code FBC2014/TP12007 Matrix) Weight: 177lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.9.3 oC puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4.8-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.16, 7-12 REACTIONS. (lb/ size) 2=1453/0-8-0, 10=1453/0.8-0 Max Horz 2=58(LC 16) Max Uplift2=- 399(LC 8), 10_ 399(LC 9) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2925/1709, 3-4=-2710/1584, 4.5= 2497/1511, 5.6=-3397/1995, 6-7=-3397/1995, 7-8=- 2497/1511, 8-9=-2710/1584, 9-10=-2925/1708 BOT CHORD 2-16=-1444/2618,15-16=-1774/3312,14.15= 1774/3312,13-14=-1776/3312, 12-13=- 1776/3312, 10-12_ 1457/2618 WEBS 4- 16=-3861779, 5-16=-1025/598, 5-14=0/262, 7.14=0/262, 7.12=-1025/598, 8-12=- 386/779 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=151% Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jtab) 2=399, 10=399. 7) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily dedyn paameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M0.7473 rev. I041300IS BEFORE USE Design valid ( of use only Win Mllek®conrleclors. INsdesign is used only upon rxitarneters shown and is for an Individual bolding component. not o Irus system. Belore use, the lxaalrlg designer must verily the applk:alAlly of design Iwrarnetets and protxyty Incortwrato this design Into the overall txAding design. ® acing Indicated Is to Ixevent txtckling of IndlvIdual Inns web and/or chord mombess only. Additional lern"ary and permanent lxoclng MOW Is always required (or sloblllty and to prevenl collatme wllh possilAo personal Injury and Ixoperly damage. For general guidance regaxalng the fatxicotlon, slorage, delivery, eutcilon and lxacrng of InAws aril Inns systems. soc-ANSVIPI I CtuaQry Criteria, DS6-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaualxo (torn truss Plate Institute. 218 N. lee Street. Suite 312, Alexonada. VA 22314. Tanga, FL 33610 Job Truss Truss Type IY-ly T12469730 W POO65 A68 Hip t 1 Job Reference o tional Builders FustSouroe, Tampa, Plant City. FkNida 33565 7.640 a rug .6 201 i . i va ef-uV..00.... ..... ..... ..a .,o..,....,.. .... ...yo . I D:rfytRhmE Rah3zf iORgKYR9z PC PY•17pCSyhwnC D8_vtm72LiaOsOH_guo598f RZr92yKzPo t -0- 5 8.11 9.0-0 15-S-0 21.7-0 29-0-0 32.3 5 3e-0-0 9-0 0 5 a 11 3 3 5 6.5-0 6 2-0 7-5-0 3.3 5 5 6 11 -0 5.00 12 5x8 = _ SX8 = 3x4 = 3z8 3x4 = 4 5 6 7 a Scale = 1:67.1 3x6 = is 17 16 15 14 13 12 °%O 30 = 3x6 = 30 = 3x4 = 3x4 = 3x6 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Veri(rL) -0.3710-12 416 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.48 Horz(TL) 0.01 10 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 184 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. lb) - Max Horz2=58(LC 12) Max Uplift All uplift 100lb or less at joint(s) except 2=-128(LC 12), 16=-278(LC 9), 14- 295(LC 8), 10- 147(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=413(LC 1). 16=1037(LC 23), 14=1080(LC 24), 10=453(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-086/281, 4-5=-116/370, 7.8_ 136/393, 9.10=-481/330 BOT CHORD 2-18=-142/319, 10-12= 201/405 WEBS 3-18=-293/307, 4.18=-135/371, 4-16=-689/402, 5-16=-592/373, 7-14=-642/412, 8.14=-766/456, 8-12=-127/372, 9-12=-277/295 NOTES- 1) Unbalanced roof live loads have been considered for (his design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0ps1; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 2, 278 lb uplift at joint 16 295lb uplift at joint 14 and 147lb uplift at joint 10. 7) 'Seml-rigid pftchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. eL WARNWO • Vadly design parameters and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAGE MO.7473 rev. 14413/l015 BEFORE USE. Design valkt for use only vAlh Ml lek® connectors. OUs design Is Lased only upon parometers shown. and fs la an hnat"bal txAdhng component, not a tnra systern. Before use, the IxAdhg designer must verify the agtlicablity of design lrirarneters atnd Ixopony htco"icile the doslgn Into the overall lxdldkg design Bracing indicated Is to fxovent txicldhg of IndMthiN Inns web and/or chord members only. Addtlonal temporary and permanent txachg M iTek' is always ieclulred for stablllly and to Ixevent collgxe wllh poss&xe personal Injury and 1xoPerly danago. For general grlcknco regadng Itw storage. delivery, orocllon aril txaclrg of trusses aril trans systems, see-ANSI/IP11 Quality Criteria, OSS-69 and &CSI Building Component 6904 Parke East Blvd Safety information avallabte from truss Plate lnsfllute. 218 N. Lee Street, Sulle 312. AlexancifkL VA 22314. Tampa, FL 33610 Job I russ Truss Type City Ply T12469731 W P0066 A78 Hip Girder . 1 1 Job Reference (optional) 7 MT k I d I' Inchu Nov 09 09.30.37 2017 Page t Builders FsstSourca. Tampa. Plant Goy, Florida 33666 7 "0 s Aug 16 201 r a n us Ines, x I D:rtytR hmE Rah3zf tORgKYR9zPCPY•hVwylei ATq UsE Ds9 E_NAfrxGOoMEGypU612y0wyKzPm 14 3 4.2 740 12.4-0 18.6-0 24414 31-0.0 34.7.14 3840 9-0 0 3d•2 3 n 5•4-0 6.2.0 6 2-0 6-N 3.7.14 3 4.2 0 2x4 11 SA= 5x8 = 3x6 = 5.(xt 12 4 19 20 5 21 22 23 6 7 24 5xB = 5x6 = 25 8 26 27 9 Scale = 1:67.1 2fg Us — 16 28 29 30 31 32 16 33 34 35 - 14 36 37 ro Sxe =17 3x6 11 5xe 6xe = 3x12MT20HS= 3x6 = = 740 L2en- 0 24.8-0 0 M408-0 6.2-0 364- 0 70 Plate Offsets (X Y) 14.0.3 0 0.2 41 f9.0-3-0 0-2-41 117.0.4-0 0-0.41 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.06 16-17 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Ven(TL) 0.17 16.17 878 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.59 Horz(rL) 0.01 15 n/a rVa BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 187 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8.11 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. lb) - Max Horz 2= 46(LC 32) Max Uplift All uplift 100 lb or less at joint(s) except 2=-208(LC 8), 17=-714(LC 5). 15= 761(LC 4), 11=-253(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=590(LC 19). 17=2135(LC 19), 15=2176(LC 20), 11=71 O(LC 20) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-927/358, 3.4=-721/273, 4-19=-622/270, 19-20=-621/270, 5-20=-621/270, 5. 21=-555/241, 21-22=-555/241, 22-23— 555/241, 6-23= 555/241, 6-7=-555/241, 7- 24=-555/241, 24-25=-555/241, 8-25= 555/241, 8.26=-922/378, 26-27=-922/378, 9- 27=-922/378, 9- 1 0=- 1037/387, 10-11=-1198/457 BOT CHORD 2-18=-327/820, 18-28=-606/242, 28-29=-606/242, 17-29=-606/242, 17-30=-401/156, 30- 31=401/156, 31.32=401/156, 16-32=401/156, 16-33=-488/203, 33-34=488/203, 34- 35_ 486/203, 15.35=-488/203, 14.15=-468/203, 14-36= 488/203, 36-37=-488/203, 13. 37=-488/203, 11-13=-368/1059 WEBS 5-18=-494/1410, 5-17=-1840/787, 5-16=-328/1054, 6-16=-634/395, 8-16= 367/1151, 8- 15=-1907/822, 8.13=-507/1560 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.0psf; 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 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 fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 2, 714 lb uplift at joint 17 761 lb uplift at joint 15 and 253 lb uplift at joint 11. 8) ' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on DaGe z Q WARNING • Ved/y dedgn parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 119.7473 rev. ra6=015 BEFORE USE Design vales for use only wim Mlielc® Connectors. lhls design Is txaedf only uryxn parameters shown. and tS for an Irwlvldual tXdding component. not a laps system. Before use. Iho building doslgnei must verify the apolcat)llry of cleslgn paranclers and IHopeny I ncoporale ltgs design Into Inc, overall wilding design. Bracing lnWlcated Is to prevenl buckling gof kndWtKA IRm web and/or chord members orgy. Addlllonal lemlxxary and pormcment Lxactng WOW 6 always required for stallllly and to Ixevent collgxe wllh po=G)le Wrsonal Injury and property damage. For general guidance fegadi g the fatxlC0fiM Storage, delivery, erection and !racing of Irtmos and airs systems, seeANSI/1PI I Qualify Criteria, OSS-69 and SCSI Building Component 6904 Perks East Bald. Tampa. FL 33610 SafetyInformationavailatAefromTrussPlateInstitute. 218 N. Lee Shoet. Sulle 312. Alexandria. VA 22314. Job rus5 Truss Type ry T12469731 W P006= A78 Hip Girder I t Job Reference (optional) Budd*m FUSISW 00. lamps. Ytant tiny, mnaa "wmoo I D:rtytRhmE Ratt3zfioRgKy R9zPCPY-hVwytelATq UsE Ds9 E_N Af rxG0oMEGypU612yDwyKzPm NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 202 lb up at 7-0-0, 105 lb down and 107 lb up at 9-0.12, 105 lb down and 107 lb up at 11-0-12. 105 lb down and 107 lb up at 13-0-12, 105 lb down and 107 lb up at 15-0.12, 105 lb down and 107 lb up at 17-0.12. 105 lb down and 107 lb up at 19-0.0, 105 lb down and 107 lb up at 20-11-4, 105 lb down and 107 lb up at 22-11-4, 105 lb down and 107 lb up at 24.11-4, 105 lb down and 107 lb up at 26-11-4, and 105 lb down and 107 lb up at 28-11-4. and 200 lb down and 202 lb up at 31.0.0 on top chord, and 320 lb down and 109 lb up at 7-0-0, 81 lb down at 9-0-12, 81 lb down at 11-0.12, 81 lb down at 13-0-12, 81 lb down at 15-0-12, 81 lb down at 17-0-12, 81 lb down at 19-0.0, 81 lb down at 20-114, 81 lb down at 22-11-4, 81 lb down at 26-11-4, and 81 lb down at 28.11-4. and 320 lb down and 109 lb up at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-54, 4-9=-54, 9-12=-54, 2.11=-20 Concentrated Loads (lb) Vert. 4=-153(B) 7— 105(B) 9=-153(B) 18=-320(B) 8— 105(B) 13=320(B) 19=-105(8) 20=-105(8) 21=-105(B) 22=-105(B) 23=-105(8) 24=-105(B) 25=-105(B) 26=-105(B) 27=-105(B) 28_ 58(B) 29=-58(B) 30=-58(B) 31=-58(B) 32=-58(8) 33=-58(8) 34=-58(8) 35=-58(B) 36=-58(B) 37_ 58(B) O WARNING - Verify design Parameters and READ NOTES ON THUS AND INCLUDED MlrEK REPERANCE PAGE M9.7473 rev. IM MI6 BEFORE USE Design valid for use only vAlh MI lek9 connectors. Bls design 6 based orgy upon paratnelets shown. and is lot an Individual building component, i a huss system. Before use. the building designer must verity the appilcalilty Of design IxLamCfem alb properly i ncorpotote it%design Into the overallAdditionallemlotoiyandpermanentbracing MiTek' bxdldlg design. Bracing Indicated 1s to prevent buckling of Individual must web and/or chord members orgy. 6 always ied$lred lot sla bully and to prevent collapse wllh possible personal "ad property damage. for general gukJmce iegandding the fabrication. storage. delivery. erection and bracing of trusses ardd truss systems, seeANSI/tPl1 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Iluss Rate Institute. 216 N. Lee Sheet. Sidle 312. Alexandria. VA 22314. Tampa, FL 33610 p ru5s rU56 Type ly Ply T12469732 WP0066 Bt Roof Special Gadet I 2 Job Reference (optional) T N O9 09 30 39 20 t 7 P t Budders FBatSourae. Tanga. Plant City, Florida 33566 7 640 s Aug 16 2017 Wait Industries. Inc nu Ov age ID:rtylRhmERah3zfiORgKYR9zPCPY•dtQdKkR_RkaTXOXMPPekG01 b?SkrTma3X31pyKzPk 1-0 7.18 9d-0 116.0 16.6-11 23-8-7 31-04 36-0-0 9 7-1.6 2.2-0 2d-0 4-1011 7-1.13 7.3.9 7-0-0 Sx6 = 5 00 12 5x6 = 4 5 2x4 II Sx12 = Sx6 = Scale = 1:69.6 3x6 = 16 1s 14 23 24 25 13 26 12 27 26 11 jxb = 3x6 = 4x6 = 3x8 2x4 II US MT20HS = 3x4 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.76 BC 0.74 WB 0.65 Matrix) DEFL. In (loc) Well Ud Ven(LL) -0.37 13-14 >999 240 Ven(TL) -0.89 13-14 >506 180 Horz(rL) 0.18 9 rVa rJa PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 353 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3.10-3 oc pudins. 7-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8.11-11 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1899/0.8-0, 9=2459/0-8-0 Max Horz 2=-60(LC 9) Max Uplilt2=-516(LC 5). 9=-826(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3983/1165, 3-4=-3785/1155, 4.5-3746/1138, 5-6=-6812/2202, 6.17=-6812/2202, 17-18=-6812/2202, 18-19=-6812/2202, 7-19=-6812/2202, 7-20=-4985/1712, 20.21=-4985/1712, 21-22=-498611712, 8.22=-4986/1712, 8-9=-5440/1804 BOT CHORD 2- 16=-988/3581, 15-16=-1555/5361, 14-15=-1555/5361, 14-23=-2335/7356, 23-24=-2335/ 7356, 24-25=-2335/7356, 13.25=-2335/7356, 13-26=-2335/7356, 12-26=-2335l7356, 12-27=-2335/7356, 27-28=-2335/7356, 11-28=-2335l7356, 9-11=-1572/ 4910 WEBS 4-16=- 833/2770, 5.16=-3084/1041, 5-14=-613/1783, 6.14=-463/'268, 7-14— 755/662, 7.13=0/ 608, 7-11-2566/834, 8-11-337/1544 NOTES- 1) 2- ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4. 1 row at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 0C. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind ASCE 7-10, VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=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 DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift at joint 2 and 826 lb uplift at Joint 9. 10) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Continued on Paae 2 Q WARNING - Vorlly design parameters and READ NOTES ON THIS AND INCLUDED NrrEN REFERANCE PAGE MO.7479 rev. IM 2015 BEFORE USE. Design vaikf lot use only w ilh Mlleit® connectors. Ms design is based orgy upon parameters shown. and Is for an Individual buildlrtp component, not a Inns system. Before use, the Wilding designer must verily the ttppllcdiAlly of design Ixramelefs and rxoperiy Incorporate Iht design into the overall building design. Bracing Indicated is to rxevent budding or Individual Inns web aril/or chord members only. Additional Iemptxary aril permanent bracing MOW Is always required for stability and to rxevenl collapse with possible personal Inkay and rAcip eny damage. Fot general guldann ci regarding fine ftttxk:ttllon, storage, delivery, efeclltxt and txnrirtg of Inr sits crud tntrs--rlems, seeANSI/TP11 Quality Criteria, DSB-69 and SCSI Wilding Component 6904 Parke East Blvd. Tampa. FL 33610 Salary Information availablefromMuss (late Institute. 215 N. Lee Street. State 312. Alexandria. VA 22314 Job I russ Truss Type y Y T12469732 WPOO65 Bt Root SpecialGuder t 1 2 Job Reference Clonal Builders Fusl5ource, [arms. I -lard Gay, Florida SJ000 10: rytRhmE Rah3zf iORgKYR9zPC PY-dt QilKkR_ RkaTXOXMP PekGOf_b?SkrTmts3X31 pyKz Pk NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 107 lb up at 18-11-4. 145 lb down and 107 lb up at 20-11.4, 145 lb down and 107 lb up at 22-11-4, 145 lb down and 107 lb up at 24.11.4, 145 lb down and 107 lb up at 26-11-4, and 145 lb down and 107 lb up W 28.11-4, and 250lb down and 202 lb up at 31.0-0 on top chord, and 81 lb down at 18-11-4, 81 lb down at 20.11-4, 81 lb down at 22-11-4, 81 lb down at 24.11-4, 81 lb down at 26-11-4, and 81 lb down at 28-11-4, and 320 lb down and 109 lb up at 30-11.4 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: 1.4=-54, 4-5=-54, 5-8=-54, 8-10=-54, 2-9=-20 Concentrated Loads (Ib) Vert:8=-153(F) 11— 320(F) 17_ 105(F) 18=-105(F) 19= 105(F)20=-105(F)21_ 105(F)22=-105(F)23=-58(F)24=-58(F)25_ 58(F)26=-58(F) 27=-58(F) 28=-58(F) tD WARNING • Vodry dedgn pare rMwe and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE MQ7473 rev. IM32016 BEFORE USE Design w-W for use only vAth MI lekO connectors. Inls design Is based only upon Ioranelers MOW". and Is fa anindividual bulding component, not a tntss systern. Before tse, the lxtk" designer must verity Ine a"3ficabliry of design Ixaarnetors and pxoporiy Wogofale this design Into the overcal t) tAd t ng design Bracing Indicated Is to Ixovent btrckling of IfndWud $fuss web and/of chord members orgy. Additional lemporay and p eftnanenl bxacing M iTek' is always tegtdred to stability and to prevent callgxe wllh Ioss"o personal Ini ay and Ixopedy damage, for general QuIdance regarding the fabrication. storage, dellvefy. erecllon and bracing or Misses and truss systems. soaANSVMI I Quality Critefla, OSB-89 and SCSI Building Component 6204 Parke East Blvd. Safety Information avallabfo Iran Russ Rate Insflfule. 218 N. Leo Sheet. Sullo 312. Alexandra. VA 22314. Tampa. FL 33610 Job I russ Truss Type Qty pry T12469733 WP006s BJ1 Jack -Open .1 12 1 Job Reference (optional) tsumers festboutca, i arnpa, rmm wy. mnao aa oo ••^-^•-s^--••-•••----------•--- -- - ----------- I D:rtytRhm ERatOzfiORgKY R9zPC PY•du2il KkR_RkaT XOXMPPekGOpW bAsk?bma3X31pyKzPk 1-0-0 _ 1.0.0 1-0-0 1-0-0 Scale - 1:6.6 20 = LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.01 Ven(rL) 0.00 2 999 180 8CLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 rVa rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-8/Mechanical, 2=125/0.8-0, 4=9/Mechanical Max Harz 2=30(LC 8) Max Uplift3=-8(LC 1), 2=-69(LC 8) Max Grav3=15(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0.0 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; TCOL=4.2psf: BC0L=3.0ps1; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exteffor(2) zone; cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will tit 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 8 lb uplift at joint 3 and 69 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING • Vorrry dedgn panitnetare and READ NOTES ON THIS AND INCLUDED IWTEK REFERANCE PAGE A07473 rev. tO 1MIS BEFORE USE. Design valid lot use oNy vAlh Mllek®connectots this design Is txaed oNy upon Parameters Mown. and Is lot an trltllvldual building component. not a robs system. Below use. to txdlcM a deslgrler must verify the C")IICabllly of design Ix uameters and Ixop edy Incorporate this design Into the overdl txddkng design. Bracing Indicated Is to prevent txtcMlrlg of Individual l truss web and/or chord members oNy. Additional temporary and permanent bracing MiTek' is always required lot staUlty and to prevenl collapse with possBxe petsonal Injury and Ixopedy domage. For general guldance iogarcing the IabdCallon, storage, dleIIvW erection and txoctrlg of trusses arVJ truss systems, seeANSI/TPI I Quality Cdtetla, DSB-89 OW BCSI Building Component 6904 Parke East Blvd. Wary Information avatkahle Korn Truss Rate institute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Tattpa. FL 33610 Job I rasa Truss Typo ry Ply T12469734 WPooGS BJ3 Jock -Open 10O 1 Job Reference(optional) tswidars t-ustsource. i ampa. rmm cay, moma rsaoo • - . ^emu • - • , ••-• ^ •••--•••.-...-. ..._ .--- -- -- --• •- --" - ID:rtytRhmERah3zti0RgKYR9zPCPY-64c5Vg1311sRSgbkw6w Z_b?V2TSrwoiHcgFyKzPi 1.0-0 3-0.0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) 0.00 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ven(rL) 0.01 2.4 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=52/MeChanical, 2=187/0-8-0, 4=26/Mechanical Max Horz 2=59(LC 12) Max Uplift3=-42(LC 12), 2= 72(LC 8) Max Grav3=52(LC 1), 2=187(LC 1). 4=52(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale a 1:10.9 PLATES GRIP MT20 244/190 Weight: II lb Fr=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=140171ph (3-second gust) Vasd=I08mph; TCOL=4.2psf; BCDL=3.Opsf; h=1 Sit; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 72 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vedly dedgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11.7473 rev. 1011=015 BEFORE USE DesIW1 valkt lai Lisa Only with Mllek® connectors. Tints design is based orgy upon parameters Mown. and Is lot an Indlvkyrtal building component. not a truss system. Before, use, the building designer must verity Ine C"ACabilly of design (xlranelors and popedY Incorporate thin design Into the overall landing design Bracing IndicatedIsto pevent UucaIng of Individual truss wet) aid/or clerd mernbers only. Additional temporary and pennanenl btac9lg MiTek' Is always recplrod tot slatAlty, and to pevent collapse %Alh possible personal Injury, and Ixo1-benY damage. for general guidance regarding file k" Icalkbn. storage, delivery. erection and tracing of 1nmes and truss systems, soeANSI/TPI I Quality Cdtedo, OSS-89 and BCSI Building Component 6901 Parke East Blvd. Safety IMormallon available train truss Rate Institute. 216 N. lee Street. Sullo 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ry T12469735 WIDOWS 15 Jack -Open 6 1 Job Reference (optional) tsu0aers Htstsourco. torpa, rmm wy, ranaa suoo .._.__.._..___....---.- ----_ _ - -- I D:rfytR hmE Rah3zlr0 RgKY R9zPC PY-64c5Vg1311s R59bkw6wlHT2vT?S9TSrv+oiHcq FyKz Pf t -0-0 5-0-0 t -0 0 5-0-0 Scale = 1:IS. 1 20 = 5-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 V@rt(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2-4 >820 180 SCLL 0.0 ' Rep Stresslncr YES WB 0.00 HOrz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc puriins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0.8-0, 4=46/Mechanical Max Harz 2=91(LC 12) Max Uplift3=-81(LC 12), 2— 75(LC 8) Max Grav3=114(LC 1). 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3 and 75 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end ilxity model was used In the analysts and design of this truss. 0 WARNING. Verily dedgn pam meters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M67479 rev. 10=02015 BEFORE USE Design valid for use only with Mllek® connectors this design Is Ixred only upon parameters Mown. and Is lot an Individual bolding component, not a Inas system. Beloro use, the lxllding designer must vedly llte ciloicafAily of cktsf n Ixsanelers and property Incogtorale M design Into the overall bul ding design. eractng Indicated Is to rxevenl lxtckling of Individual Irua web and/or ctard members only. Additional Iomporary, and permanent Ixc _I ng MiTek' Is always teclulred for slat11111y and to prevent collapso with possUe personal r#" and Ixop erty damage. For general guidance regarding the fabrication. storage, delivery, orecllon and bracing of Musses and truss systems. seeANSI/TPI I Quality Criteria. OSS-69 and SCSI lullding Component 6904 Parke East Blvd. Safety IMormation Ovallatre Dom Truro Plate Institute. 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Tanpe. FL 33610 Job Truss Truss Type b T124697M WP0065 C1 Hip t 1 Job Reference tional Builders FnstSource. Tampa. Plant Csy. Florida 33566 /.MVO Aug 1e 2017 s1111 ak industries, inc. 1 v. I D:rfytRhmERah3zfiORgKYR9zPCPY-aGATI?mhW2_Hig9wTgS6ph64tPhRCtd31 M09MryKzPi 1-0-0 5.11.10 &•4.0 10.4-0 12.8.E 188-0 1.0-0 5.11.10 2 4 8 2-0-0 2 4 6 5-11.10 Scale = 1:34.2 3x4 = 3x6 II 30 = o 3x6 = 4x6 = e axe — 3x8 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSI. TC 0.41 BC 0.71 W B 0.16 Matrix) DEFL. in Vert(LL) -0.17 Vert(rL) -0.46 Horz(rL) 0.03 loc) Well Ud 2-10 >898 240 2-10 >329 180 8 r1/a We PLATES GRIP MT20 244/190 Weight: 76 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-4-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 8=575/0-8-0, 2=703/0.8-0, 9=126/0-8.0 Max Horz2=60(LC 12) Max Uplift8=•162(LC 13), 2— 198(LC 12). 9=-7(LC 13) Max Grav8=575(LC 1), 2=703(LC 1), 9=159(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1067l710, 3-4=-820/567, 4-5=-721/538, 5-6=-721/538, 6.7=-817/567, 7.8=-1060/708 BOT CHORD 2-11=-565/938, 10.11=-565/938, 9-10— 563/913, 8-9=-563/913 WEBS 3-10=-278/290, 5-10= 271/416, 7-10= 252/288 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=1401111ph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Ops1; h=150; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 8, 198 lb uplift at joint 2 and 7 lb uplift at joint 9. 7) 'Semi -rigid pbtchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING • Vedly dedgn pommoters and READ NOTES ON THIS AND INCLUDED 11UTEK REFERANCE PAGE MIF7472 rev. 140MIS BEFORE USE Design Vold for use only with Mllek® connectors. R* design It based only upon parameters shown, and is far an Q1d ivkNOl Wilding componentt, not a huss system. Before use. the IxBong designer r mrsl verify the apHliko%I fy of design par arneteis and properly Incoq)orote fhb design Into the overall building design. Racing Indicated Is to prevent txtclamg of Individual Truss web and/or chord mernbers orgy. Addilonal temporary and permanent txackng M iTek' is always recalrod for slablilly and to ixevent collapse with possible personal " and prodxxty damage. for general guidance regarding the fabrication. storage, dellvery, orecrlon and bracing of trusses and truss systems. seeANSI/TPI I Quallfy Criteria, DS&-89 and &CSI Wilding Component 6904 Parke East Blvd. Safety Information available from truss Rabe institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tempo. FL 33610 Job Truss Truss Type y T12469737 W P0066 C2 Hip 1 t Job Relerence tional Builders Frrst$ourCe, Tampa. Flaal Guy. muse 33bbb ..v.v. .v ...,..... I D:rytRhmEReh3zflOR;KYR9zPCPY-aGATi? nvy c. mhW2_Hlg9wTgS6ph640PIvCg531 M09MfyKzPi 1 0.0 6.4.0 12.4.0 18-8.0 1.0 6.4-0 6.0-0 6.4-0 598 = Q9 4x6 = Scale = 1:33.6 la LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ven(LL) -0.04 7.9 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.61 Ven(TL) -0.11 7-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 5 n/a rt/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 75 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4.10 oc puffins. SOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.2.13 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 5=337/0.8.0, 2=603/0.8-0, 6=464/0.8-0 Max Horz 2=49(LC 12) Max Uplift5=-87(LC 13), 2=-173(LC 8), 6=-99(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-885/497, 3-4=-398/320, 4-5=-512/287 BOT CHORD 2-9=-361/748, 8.9- 361/758, 7.8=-361/758, 6.7=-169/406, 5-6=-169/406 WEBS 3.9= 3/282, 3-7=-426/223 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDI_=4.2pst; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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-" 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 87 lb uplift at joint 5, 173 lb uplift at joint 2 and 99 lb uplift at joint 6. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING - yarlly dodgn paramofera and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M9.7473 rev. Id+0 MIS BEFORE USE Design valid la use only w11h Mffek8 connectors. Rls design It based only upon paamelers snovm. and Is for an individual bolding component- not a truss systern. Before use, the IxOding designer roust verity the applicability of design parameters and properly Incaporale it* design Into 1110 overall only. Additional lemlxwary and permanent bracing MiTek' trading design. Racing Indicated Is to proven txrclrltrng of lindlMuol truss web and/or chord members Is always tecplred la slablllly and to prevent collapse wllh posdAe persorwl"and property damage. For general guidance regarding the fabrication. storage. dellvery. erection and Iraclrlg of tnsses and tnra syslanns. saeANSI/TPI I Quality criteria, 0$8.69 and SCSI Building Componerrif 6904 Parke East Blvd Tampa, FL 33610SafetyInformationatvallaMfromtrussPlateIns1IMe. 218 N. Lee Street. Sulte 312. Alexanddo. VA 22314. Job Truss Truss Type ry T12469738 W P0065 CJ3 Olagonal Ho Girder t t Job Reference (optional) aUWers Irwboulce. 1arrga. rmm l.ay. rWnaa a.i000 .._._ _.._ ._ __.. ID:rlytRhmERah3zfiORgKYR9zPCPY-2TkrwLnJHM68K k61xzLMueHZpB7xMLDGOmjvByKzPh 1.5-0 3.2.14 1.5.0 3.2.14 2x4 = 3.2-14 3-2.14 Scale = 1:9 4 LOADING(psf) SPACING- 2.0.0 CST. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Ven(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 HOrz(fL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=31/Mechanical, 2=201/0-10-15, 4=28/Mechanical Max Horz2=58(LC 4) Max Uplift3_ 17(LC 19). 2=-94(LC 4) Max Grav3=45(LC 32), 2=201(LC 1), 4=57(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140Mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15I11; Cat. II; Exp C; Encl.. GCpi--0.18; MW FRS (envelope): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable studs spaced at 2-0-0 oc. 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 fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 3 and 94 lb uplift at joint 2. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 85 lb up at 1.4.15, and 68 lb down and 85lb up at 1-4-15 on top chord, and 1 lb down at 1.4-15. and 1 lb down at 1-4-15 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (Ib) Van: 5=44(F=22, 8=22) 0 WARNING . Vedly dedgn paramalm and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE MB-7473 mv. 1402 IS BEFORE USE Design vaild lot use only wllh Mllek0 connectors. Ms design S based or11y upon rorametersshown. and h for an hdNkAal txAdtrlg Cornporlent, not a trim system. Before use. the IxOdho designer mtlsl verity the cylpik;at)jlty of design parameters aril txopedy Incorrxxale this design Into the overall Adc91kx1d lemporary and permanent IxcicIng M iTe k' txddingdesign. Bracing Indicated is to prevent ixucatrlg of individual buss web and/or chord members only. is dways required lot stablilty and to prevent coltgno Win possible personal troy and properly domage. For general guklonce regarding the latxk: otkxu, storage. delivery. erection and bracing of trusses and trim systems. seeANSI/TPI I Quality Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd Salary Information avcW)le prom Truss Rate institute. 218 N. too Street. Suile 312. Alexandria. VA 22314. Tanpa. FL 33610 Job ruse Truss Type bPly T12469739 W P0066 CJS Diagonal Hip GOdar , , 2 1 Job Reference(optional) tsuaaats reswource, pampa, rram,,ay, rronaa a>,00 _. _e ._ __....... _.. ...-_-...__. ..._. ...-.--- -- --.--. --- _ 10:rfytRhmERah3zftORgKYR9zPCPY-2TkrwLrWHM68K__k61 XzLMueBgp4ZxMLOGOmjv8yKzPh t•5.0 3.9.9 74.2 1.6-0 349 3.2.8 Scale = 1:16.6 3x4 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0.08 2-4 973 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ven('TL) 0.23 2-4 345 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(rL) 0.00 3 We rda BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=158/Mechanical, 2=352/0-10-15, 4=75/Mechanical Max Horz2=100(LC 8) Max Uplift3= 91(LC 12), 2=-159(LC e) Max Grav3=158(LC 1), 2=352(LC 1), 4=120(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oC puriins. 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; TCOL=4.2psf; BCDL=3.Opsf; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 3 and 159 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Varlry dedgn paramatere and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIF7479 rev. I42031016 BEFORE USE Design valid fa use orgy wi01 MTIekO connectors. 611s design Is bussed only upon parameters shown, and Is for an Individual buYdklg component. not a Inns syslern. Before use. The WICO lg deslpnur must verify the cylp IcabAlty of design Ixrarneters and properly Incogxrote this design Into The ovoid' LxAdklg design. 9acing Indicated Is to prevent Ixtclding of Indlvldual Truss web and/or chord members only Addllkrnd lernlorary and permanent lxacing MiTek' Is always required lot stalAlly and to prevent collapse Win posslUe personal Injury and properly damage. For general guldance regarding the la ilcalkxl slotage. delivery, erection and Ixacing of Trusses and Irtrss systems, SWANSI11Pl1 Quality Criteria, OSS-89 and SCSI 9ullding component 6904 Parke East Blvd Safety information avotlotAe from Truss Rate MstfTuto. 218 N. Lee Street. Sulle 312. Alexanddo. VA 22314. Tanpa• FL 33610 Job Truss Truss Type b T12460740 W P0065 CJ7 Ofagonal Hip Girder 3 1 e. n Job Reference (optional) w..- . nn. u:i.,. ,...,........ ,... TA.. N..,. nor M •!n .0617'! Pnnn 1 Buddefs Fustbourae, 1 ampo, rtant any, rams so,00 • ^•-" ^'e ^'_" "- - - ID: rlylRhmERah 60f gKYR9zPCPY-Wf1D8hn1QgE?y8JIbFUav6BQnDRXgkQMVgVG syKzPg 1. 5.0 S-2.9 9.10.1 1. 5-0 5.2.9 4.7-8 Scale = 1:21.8 2x4 = 2x4 =- 3x4 = LOADING ( psi) TCLL 20.0 TCOL 7.0 BCLL 0.0 ' 8COL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CS1. TC 0.39 BC 0.47 WS 0.33 Matrix) DEFL. In Vert( LL) -0.03 Ven( TL) -0.10 Horz( TL) 0.01 loc) Well Ud 6- 7 >999 240 6. 7 >999 ISO 5 Na Na PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 4=124/Mechanical, 2=445/0-10.15, 5=290/Meehanical Max Horz 2=131(LC 4) Max Upllft4— 87(LC 4), 2— 145(LC 4), 5=-82(LC 8) FORCES. ( lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-762/199, 8-9=-737/214, 3-9=-703/207 BOT CHORD 2-11=-272/702, 11-12=-272/702, 7-12=-272/702, 7-13=-272l702, 6.13=-272l702 WEBS 3-6=-746/289, 3-7=0/284 NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psi; h=15ft; Cal. If: Exp C; Encl., GCpi=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 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 20.0psi 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 871b uplift at joint 4, 145 lb uplift at joint 2 and 82 lb uplift at joint 5. 6) ' Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 85 lb up at 1-4-15, 68 lb down and 85 Ib up at 1-4-15, 25 lb down and 38 lb up at 4-2.15, 25lb down and 38 lb up at 4-2-15, and 50lb down and 87lb up at 7-0-14, and 50 lb down and 87 lb up at 7.0-14 on top chord, and 1 lb down at 1-4.15, 1 lb down at 1-4-15, 18 lb down at 4.2-15, 18 lb down at 4-2-15. and 38 lb down at 7-0.14, and 38 lb down at 7-0-14 on bottom chord. The design/selection of such connection device( s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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=44(F=22, B=22)10=-75(F= 38, B= 38) 13=-36(F=-18, B= 18) 0 WARNING - Verily dodgn parameton and READ NOTES ON THIS ANDWCLUDED MITEK REFERANCE PAGE MD-7473 rov. raCIMIS BEFORE USE DeOgt valid for use ordy with MIlek® connectors. this cieslgl fs based only upon rxramelers shown. and Is tot an inc9vklual b lding component. not a tors system. Before use. the Ixac9ng deslgrrx must verily the gy11111caL'Alty of c oOgn parameters and lxopeny byco"Icilo this design Into the ovefall AdditionaltemporaryandpermanentIxacingMiTek' batlalngdesigntracingIndicatedIstoproventLxrcklingofIndividualIrtrssweband/or chord members only. Is always required for stah611y and to prevent eollapxoe wllh poaNle personal Imlay and ixop erly damage For genetalgiddailce legaidklg he fatNicatim storage. delivery, erection and lxacktg of lRases and Inns systems. seeANSI/IN I Quality Criteria. OSS-89 and SCSI Bullding Component 6904 Pafke East Blvd. Tampa. FL 33610 Safety Information ovatialAo from Ittas Role InstlMe. 218 N. too Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type tY Tt2469741 WP0065 D1 Root SpecialPly1 f Job Reference(optional) 9urldets FUS150urce. lamp*. riam Gny. Floflaa s30oo , ••^" _ ^"tl •" "' • • •••• • _^ ••' •..- •--- -- ----- -- --.. . -- - 10:rMRhmERah3zfiORgKYR9zPCPY-W f1 D8hnx2gEiliilbFUav6BPW DSkglSMVgVGRayKzPg 1-0.0 6.8.0 9-0-0 13:H 14.4-0 18-0-0 1.0.0 6.8.0 2-4-0 4.0-0 14-0 4.4-0 Scale = 1:34.2 4x6 = 3X4 - 3x4 = 3X4 = 9 2x4 II 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.47 BC 0.40 WB 0.26 Matrix) DEFL. In Veri(LL) 0.06 Vert(fl-) -0.13 Horz(rL) 0.01 loc) Well L/d 2-11 >999 240 2-11 >999 180 7 rVa We PLATES GRIP MT20 244/190 Weight: 78 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.10-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 7=164/0-8-0, 2=530/0.8-0, 9=710/0-8-0 Max Horz 2=51(LC 12) Max Uplift7=-68(LC 13), 2=-152(LC 12), 9=-176(LC 13) Max Grav7=176(LC 24), 2=530(LC 1). 9=71O(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-672/393, 3-4=-604/421 BOT CHORD 2-11=-261/550, 10-11=-369/617, 9.10- 369/617 WEBS 3-11=-66/265, 5-9=-269/213, 4-9_ 654/404 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.Opsh h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 7, 152 lb uplift at joint 2 and 176 lb uplift at joint 9. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - verity design param mrs and READ NOTES ON TITS AND INCLUDED NIfEK REFERANCE PAGE M0.7473 rev. 16024015 BEFORE USE. Design vdid for use only wllh Mllek® conneclors. this design Is based only ulm rxaameters shown. and Is loran Individual bolding component, not a Was system. Before use. the Wilding designer must verify the appllcatAl fy of design Ixaametefs and properly hcorparale link design into the overall btAding design. Bracing Indk:ated Is to proven txtclelrtg of Individual Irus web and/or chord members only. Additional temporary and permanent bracing MiTek' It always iectu died (of statAlty and to prevenl Collapse with IxlsUe persona hNy and prolxMy damage. for general grlUanee regarding the fit xk:otton, stornge, dellvM. . ame flon and twor:lrng of tncses rind trims systems, sonAN51/IPII Qualify Critorfa. 0$6.69 and 6C518uilding Componont 6904 Parke East Blvd safety Informarion avo lable born Truss Hate Institute. 218 N. tee Slieel. Sullo 312. Alexondrlu. VA![314. Tempe, FL 33610 Job Truss Truss Type ty T12469742 W P0066 02 Root Special Girder 1 Job Reference Clonal 1:111114e15 hlrlilbourca, Iarrpa, r'lant .ny, Please j0 iio ..,., .. ....y ....-... .. ..._.. . .. 10:rytRhmERah3zfiORgKYR9zPCPY _rrbLlo4 zM_.Z_1uViop_.RJkZ-?eetPAVWIKFpz__ __.__ .___o_ OyKzPf 1.0-0 6.8-0 11-0.0 164-0 18.8-0 198-0 1-0-0 6-8-0 4.4-0 5.4-0 2.4-0 Scale = 1:35.1 4x6 = 3x4 = 3x4 = e 3x4 = 4x6 = 2x4 I I <X+ _ 6-8-0 44-0 24-0 3-0-0 2.4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(L-) 0.10 10.12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(TL) 0.21 10-12 728 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.41 Horz(rL) 0.03 6 rVa rda BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 80lb FT = 200% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5.3-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 2=590/0.8-0, 6=372/0-8-0, 9=490/0-8-0 Max Horz2=44(LC 8) Max Uplift2=-163(LC 8), 6=-127(LC 5), 9=-117(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-841/207, 3-4=-803/202, 4-13=-321/112, 13-14=-321/112, 5.14— 321/112, 5.6=-370/107 BOT CHORD 2-12— 131/704, 11-12=-303/1088, 10.11_ 303/1088, 9-10=-285/1044, 9-15=-285/1044, 15-16=-285/1044, 8.16=-285/1044, 6-8=-70/330 WEBS 3-12= 44/349, 4-12=449/214, 4.10=-308/125, 4-8=-796/325 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=151t; Cat. It: Exp C; Encl., GCpi=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) 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.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will it between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2,127 lb uplift at joint 6 and 117 lb uplift at joint 9. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 23lb up at 13-7-4, and 20 lb down and 23 lb up at 15.7.4, and 86 lb down and 93 lb up at 16-4-0 on top chord, and 13 lb down at 13-7-4. and 13 lb down at 15-7-4, and 20 lb down at 16.4-0 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Ven: 1-3— 54, 3-4=-54, 4.5=-54, 5-7— 54, 2.6=-20 Concentrated Loads (lb) Ven: 5=24(F) 8=-O(F) Q WARNINQ - Verify dedyn parameton and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAOE MB•7479 rev. I4MMIS BEFORE USE. Design voild for use only vAm MI Iek® connectors. Rds design It based only upon parameters shown. and Is for an Individual building component. not a buss system. &Nora use, the 1xDaing designer mtrst verify the applk:abilty of design lorrnneters and goperiy Incorporate this design Into the overdl Ixading design laackV Indicated Is to prevent buckling o(IndlvldwiAdditionalns web and/or chord members only. Additional temporary and permanent Iracmg M iTek' Is always tecpNed lot stability and to prevent collapse wlth possmle personal "and Iropeny damage. For general gAdance regarding the fabrication, storage. delivery, erection and bracing of trusses and hues systems, se,_,ANSI/IPI I Quality criteria, OS849 and SCSI Building Component 6904 Parke East Blvd Safety Information available horn [cuss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tarlpa. FL 33610 Job I russ Truss Type y n2se743 wpe065 E1 Hip Girder f t Job Reference(optional) uTL t.w..u,ree! Inn TM, Nn,. AO AO.1A IS 9n17 Pnne t Budder& F1e15ource. 1 arrpe. ram Gay. mrioa iaOoo ^- - • •-• • - -- - 2 _" NpBaH" BS. ig - - ID: ryl RhmERah3ztrORgKY R9zPC PY•S2P_ZNpBaHUjBSThig W 2_xGne06u8rG y_N VTyKzPe 1 A-0 6-0-0 8.4.0 13.4.0 1- 0-0 5-0-0 3.4.0 5-0.0 4x6 = 4x6 = Scale = 1:24.3 LOADING ( ps() SPACING- 2.0-0 CSI. DEFL. In loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(L-) 0.06 5-6 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(fL) 0.11 5-6 999 ISO BCLL 0.0 ' Rep Stress Incr NO W B 0.12 Horz(rL) 0.03 5 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 48 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 5=721/0-8-0, 2=801/0-8-0 Max Horz 2=41(LC 12) Max Uplilt5= 243(LC 9), 2=-274(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1413/482, 3-8=-1250/454, 4-8= 1250/454, 4-5=-1411/478 BOT CHORD 2.7=-403/1238, 7-9=-400/1250, 6-9=-400/1250, 5.6=-402/1238 WEBS 3-7=0/307,4-6=0/306 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-2-13 oc bracing 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=4.2pst; BCDL=3.Opsf; h=15ft; Cat. It; Exp C; Encl.. GCpi=O.lS; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed (Ora 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 243 lb uplift at joint 5 and 274 lb uplift at joint 2. 7)' Semi-dgid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 185 lb up at 5-0-0. and 60 lb down and 87 lb up at 6-8-0, and 188 lb down and 185 lb up at 8.4-0 on top chord, and 116 lb down at 5-0-0, and 52 lb down at 6-8.0, and 116 lb down at 8-3-4 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 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3.4=-54, 4-5=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 3=-141(F) 4_ 141(F) 7=-72(F) 6=-72(F) 8= 60(F) 9=-26(F) 0 WARNING • Verily dodgn pererneten end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE UP-7473 rev. 1402MIS BEFORE USE. Design valkl for use only vAlh Mllek®connoctors. tints deslgn is tamed only upon rpaameters aMwn. and is for an trxllvkhal Ixdkling component. not a htrsa systorn. Before too. the building designer must verily the cWlccoAlly of design parameters and properly lncogotote M design Into the overdl AdditionaltemporaryandpetmanenttxWngMiTe k' txAdingdesign. Bracing Indicated Is to Ixevenl txrcldlrlg of Individual truss web and/or chord members only. is always required for statxllty and to Ixevenl Collapse Win possY7le porsonal trylay and pxopeny damage. For general guidance regarding the 6904 Porke East Blvd. latxlcallon, storage. delNery, etecllon and Ixaci ng of trusses and info systems. se0ANSIffPl1 Quality Criteria, OSS-89 and SCSI Building Component Safety Information avollat)le from Truss Rate Institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tempo, FL 33610 Job fU68 Truss Type ry T12169744 WP0066 EJ3 Jack -Open 2 1 Job Reference fronal Builders FirstSource, Tampa. plan Gay. 1-lonea;mbo v-.v....ry ,....,,, ID:rfylRhmERah3zltORgKYR9zPCPY•wEzMmfggLbeapb2tGN 1 I W kp05020tAKoBekM2vyKzPd 1.0'0 2.4.0 1.0-0 2.4-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 TCDL 7.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=28/Mechanical, 2=168/0-8.0, 4=19/Mechanical Max Harz 2=49(LC 12) Max Uplift3=-27(LC 12), 2=-74(LC 8) Max Grav3=28(LC 1), 2=168(LC 1), 4=39(LC 3) FORCES. (lb) • Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. DEFL. In (loc) Udell Ud Vert(LL) -0.00 2 >999 240 Vert(TL) -0.00 2-4 >999 180 Horz(rL) -0.00 3 n/a n/a Scale - 1.9.6 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4.0 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; 8CDL=3.0psf; h=15It; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and fight 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.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 27 lb uplift at joint 3 and 74 lb uplift at joint 2. 6) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING - yerrly dostpn paremotan and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PACE MD-7473 rev. 90AUMIS BEFORE USE. Design vain for use only vAth Mllek® confleclors Inls design is bawd only upon parameters shown. and Is la (31 WtAdlol lauding cornr orlenl, 1 a frusssyslein. Before use, the building designer must velly the clplllC(d t of design PcN Iers and biopedy heo83olale tits design Into the overc111 building design. Bracing Indicated is to prevent Iwcalrlg of Individual truss web aril/of Chad members only. Addlllarwl temporary aril peMOrlenl bracing M iTek' is always reed lot stability and to rrevent collolne will posslle Personal Wtay and property damage. For general guidance regrading Bui ficalbn. storage, delivery, erection cmd bracing of trusses ad truss systems. seeANSI/TPI I Quality Warta, DSB-89 and BCSI Building Component 6904 Parke East Blvd.fab Tempe. FL 33610 Salary Information available from truss Plate InstlMe. 218 N. Lee Street. Suite 312. Aloxandda. VA 22314. Job Truss Truss Type ty T1246e746 WP0066 EJ5 Jack -Open , 3 1 Job Referencetronal Builders FeslSoutce. Tampa. Pant crty. t•ronaa 33566 7 640 a ^.l ,o 2a. , m, — •.. , . uv • I0:rfylRhmERah3zfiORgKYR9zPCPY-wEzMmjggLbeapb2tGN 11W kpxzOVZtAKoSekw2vyKzPd 1-0-0 5.0-0l o 5-0-0 Scale= 1:IS. 1 20 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ven(fL) 0.07 2-4 820 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(fL) 000 3 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Horz 2=91(LC 12) Max Uplift3=-81(LC 12). 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf; h=15fl; Cat. If: Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; and vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3 and 75 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. WARNING. Vsft dadgn peramofert and READ NOTES ON THIS AND WCLUDEO M?EK REFERANCE PAGE MO.7473 rov. rMMIS BEFORE USE Desllpr valid for use only vAlh Mllek®conneclors. Ills doslyn h kxwd oNy up»n panamelers shown. and Is for On IrKRVkk A building component. not a Inca systom. Before use. IhB brllding tlesMnen must velly the otoic 6lllty of design parameters and property Incorporate 6,b desion Into the overall Individual Innis chord members only, Additional lernp orary and permanent btacU,g MOWbuildingdoslgn. bracing UxOCaled is to prevent bucMk,g of web aril/or S always required for slablllly and to prevent calloilm with poss6lle parotid "and properly damage For general gtrda,ce tegardIng me falricallim sloroge, delivery. erection and bracing of Inrssos and Mrs; systems. soeANSI/IPI l Quality Criteria. OSS-69 and SCSI Building Component 6904 Parke East Blvd Safety Information available Uan [cuss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type tY T12469746 WP0065 EJ7 Jack -Open 20 1 Job Reference tional e0 Dade m 7 o.,... , Bustlers 1`96150uree. lampa. riam eay, mronoa aaa0e ...,_.. .._1 ._-_...-... _.. . ..._. ..._ ____ __ __ -__ - -- ID:rtytAhmERah3ztiQRgKYR9zPCPY-wEzMmlggLbcapb2tGNIlWkpirOS7tAKoBe KzPd 1-0-0 7-0-0 1-04 7.0-0 Scale = 1.19.1 3x8 = 7-0-0 7.0.0 Plate Offsets MY)— I2.0.0 2 Edael LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.10 2-4 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) -0.24 2-4 >337 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 23 lb FT = 20%, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 3=159/Mechanical, 2=324/0.8.0, 4=78/Mechanical Max Horz 2= 1 22(LC 12) Max Upliit3=•102(LC 12), 2=-85(LC 12) Max Grav3=159(LC 1), 2=324(LC 1). 4=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCOL=3.Opsf; h=15It; Cat. II; Exp C; Encl., GCpI=0.18; MW FRS (envelope) and C-C Exterior(2) zone: cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 102 lb uplift at joint 3 and 85 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Vet1/y deafen parameters and READ NOTES ON THIS AND INCLUDED Ur EK REFERANCE PAGE MD74n rev. taTiWIS BEFORE USE. Design vdkf for use Only with Mllek® connectots. Rds design is based only upon paanelefs shown. and Is for on Individual b Lddhg component. not o Inns system. Before use. the bulang designer must vedfy the aPWc<6bIp ltyofdesignaarrlefofs and pfoperiy 0lcofroroto this design Into the overall butting design. Bracing kxftaled is to prevent buckling of Individual truss web Ind/or chord members only. Additional lempotary afld perrnanenl bachg isalwaysreWredforstabilityandtopreventcollafnewithpossiblepersonaltryleyandproperlydamage. For general gUdance tegading the MiTek' 6904 Parke East Blvd. k"Icatbn. stotoge, delivery. erection and tracing of frames and truss systems soeANSI/iPI I Quality Criteria, OSS-69 and SCSI Building Component Safety Information ovdiabAo from truss Hato Institute. 218 N. Lee Street. Sulte 312, Alexandria. VA 22314 Tampa. FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions ore in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0- r/ lid' For 4 x 2 orientation, locate plates 0-'nb° 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 supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Jndustry Standards: ANSI/TPII : 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. 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 0 c O U a O 0 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, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTekO All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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, propem; 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 wone at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitobhj protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber sholl not exceed 19%at time of fabrication. 9. Unless expressly noted. this design is not applicable for use with fire retardant, preservotive treated, or green lumber. 10. Comber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to Camber for dead bad deflection. 11. Plate type, size. 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 purllru provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. a 38-0-0 BEARING HEIGHT 0 0 a NOTES: NVAL SFRA % Dt 1C Y BECJ(ED ER REFER M DETAIL VIZ M 1) &FRAll17Y BIl.DE R BpE CCMVENTIIHAUY 11 ALLMp gPA& U@tdpESS BpT RV1rNM 11 MP M ARE IIEItED TO BE LOU 6J SV TRlI S MUST BE BISTALLEB1f1ftTEXXUP. 71 ALL MAI MMALL T 4i2 VIISSE M 8) BEAMMADEIRWEL QM M BE SHOP DRAWING APPROVP TNIS M f IS BE SDLE nKE RR FABRIFATS OF TRUSSES Alm VMS ALL FREVM AAROBIECIIRAL DR TINS UUn REM AND APMAL ff M UM BE RECEIVED UK ANY TRUSSES VBL BE RLT. VI CDNBIW M BISIRE A6M ONE MT VU RE bpwHwy ft L` Bul[ders Flrstkurce Orlando PHEINE, 407-851-2100 FAXi 407-851— Plant City PHETNE, 813-759-5951 F Xo 813-752 Ashton Woods 1769 Hawking T Id s Nib 11- 7-17 Josh RECORD COPY City of Sanford Building and Fire Prevention Product Approval Permit # # 17 2 7 9 6 Project Location Address ification Form S pr1F p4t0 z OFPAR4/ 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.oru. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awnin Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll 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-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 IF 602017 Florida Building Code Online w - , RegulationBusiness & Professional r Ar SCIS Home I Log In I User Registration I Hot Topics I Submit Surcharge I Stats a facts I Publications I FBC Stay I 130S site Map I Links I Search I b a r e Product Approval USER: Public userd Product Approval Menu > Product or AoWlcatlon Search > Application Llst > Application Detail FL u FL15000-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/1.S.2/A440 200S ASTM D1929 1996 ASTM D2843 1999 ASTM 0635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https://floridabL ilding.org/pr/pr ppp dtl.aspx?param=wGEVXOwt0quS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8p/o2fuCfc2MRiSCnv%3dp/o3d 1/3 6/9/2017 Florida Building Code Online FL15000 R2 Eouiv FL - 15000 EQuiv of Stan ardgodf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summary of Products FL ff Model, Number or Name Description 15000. 1 a. "Fiber -Classic" or "Smooth -Star" 68 "Non -Impact" Opaque Fiberglass Door with & without Sidellte( s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL1S000 R2 11 INST 15000 1 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 ImpactResistant: No Created by Independent Third Party: Yes DesignPressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 l 0df additional use limitations, Installation Instructions and Created by Independent Third Party: Yes productparticulars. (This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000. 2 b. 'Fiber -Classic" or "Smooth -Star' 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sidellte( s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 it INST 1S000 2 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 ImpactResistant: No Created by Independent Third Party: Yes DesignPressure: N/A Evaluation Reports Other: See INST 1S000.2 for Design Pressure Ratings, any FL1S000 R2 AE EVAL tS000 2 odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000. 3 c. 'Fiber -Classic" or "Smooth -Star" 8'0 'Non -Impact" Opaque Fiberglass Door with & without Sidelite( s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 It INST 15000i 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 1S000.3 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1S000 odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. ( This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.4 d. 'Fiber -Classic' or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sidellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FLISOOO R2 If INST 15000 4 odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000 4 odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. ( This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 e. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double Fiberglass Door - Outswing Inswing (XX Confiaurations) ht(ps:/ AloridabLdldirkg.org/pr/pr_app ' ps: ng.org/pgx app dU.aspx?param=wGEVXCiwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2J3 6/9/2017 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHz: Yes FI 15000 R2 it INST 15000.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FLIS000 R2 AE EVAL 15000.5.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use In HVH2: Yes FI 15000 R2 II INST 15000.6.odf Approved for use outside HVH2: 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 1S000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000 6 odf additional use limitations, installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors, which have been stained or painted wlLhln 6 months of Installation.) nci: next Contact us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: SSO-487.1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement •: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -retards 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 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must peovlde the Deparment 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 ASS, F.S., please click here . Product Approval Accepts: 91 E Credit Card Safe htips://Iloridabuilding.org/prlpr app dtlaspx?param=wGEVXOwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 3/3 F P 3UM MAX DOOR PAMMO M DO_R PANS Fiber Classic AXTERIOR M o e'r r IMiERIOF L \ H07t20NfAL CRASS swmN J DOOR PANE(, J LATCH S 7LE FIRR CLA=) GMNGE SPLE F78ER CiASSIC) r,-1 TOP RM aASS1C) B 90TT0/ RAIL FIBER aASSJC) MnCAL CRASS SEC770N J DOOR PANEL ti 5 : # RWARd Z6m`b as f rrr lint s 8- Q V o z QQ e V rl66i C= E o d ANIF a_ I - Mica, agoq4/72 e; da N.Ta 9 Z m JK o c m LFS 3 uoq r, a FL-15000.J c 1?GLASS arts 40 1/2' MIN. CLASS 1HK. I/8' EXTER(QB Gi r TEMPERED F GLASS 25' STEEL ' fg1ERC2PT Ir TERI R SPACER M 41 SEE NOTE 1 s' INSULATED GLA.SSJyl S C WE FRAME 47fN. DETArl 13.9se MAX. `• PANEL W OTH 7.125'MAX D.LO.WIDTH S AIR SPACE 1 8' EMPERED GLASS 1/ TGLASSFf40 1/2' MIN. ctAss T1aK. 1/8' a TEMPERED GLASS L-25' STEEL INTERCEPT SPACER z9 SEE NOIE 1 S' INSULATED GLASS W/ PVC UTE FRAME GLAZING DETAIL A1R SPACE 1/8' TEMPERED GLASS E i 5Ec NOIL 1 HOPJZONTAL CROSS SEMON 4 SloapE PANEL 42 Pl15T1C UP C/fE fRAAfE 34 PLASTIC L LITE FRALIE EICTRl/0ED FVC DCTRUDED SNC t 2 VERMAL CROSS SECTION rr— i107T ss I ffi i SIDELRE PAA`IEI. 1. SpocinQ for Ftem IF29 & j41 (fete frame aerowa) is as fallov . From the bottom up on alder; 6.5 . with (7) more epocod at 9.875' ac. 3han om (2) en JK 4 mwc W5 top and bottom at 2.125' in from each aroc sr lF5 SIDEUIE PANEL Smooth Star SrOELRE TOP & BOl Tblf RAIL 41 FING JOJOWTED PONO£ROSa --E, SOe0.43 SO:1 E BLANK SIOE SALE comer, 38 FINGER JOIME6 PONDEIR 4 PINE SGe0.43 oo rat FL-13000.3 A jL22$ HORIZONTAL CROSS SECTION 1dj4'MIN. UAA )ITP.) QNORIZOWAL CROSS SEC110N 7 4' LUK TYp) f. The x1da to AV dkoct aet We the jamb with (72) Rem 143 a IS x 2' pf& (rood screw. Thar,, are 4) at oaah vertloal ;emb. from the top down at 155; 3f . 46.5' & 66. limn cre (2) at the header at 4' from the outside cornere of the frame. Then an (2) at the Am 4' from the ovbide corners. Q a re 02/24 12 i 0. eY JK a L el: row •es Q FL-1Ht>aaJ n TKs ! muwomSHOWN FOR A II MASONRY 4g II REFERENCE A 11 OPEM14G T1fP. HEAD 1 MULLION l JAMBS A SHOWN FOR II 1 REFERENCE I I Y II I 1 II 2x BUCK if Y fl l ! Y ASTRAGAL If 1 SHOWN FOR 11 m I I I REFERENCE I l ci II 1 1( II Y !! II 8 II 1 DOUBLE RUCK W/SIDEi rres ANCHORING. MASONRY OPENING OONCRETEANCNORNOi6: T. concretewrd+orrooatlwr atfhe comma maybca4tded to rnatntafn the mar. 2X BUCK edge daiance fo morks Joink 2 ConUrfeandxrlo°aQownoted aa'1NAx.00CBJWnnatbeaojiafedto maIntab the mlp, edge edance to mai°rJa6Ct °de land cancIfte cnch= may be rs4fAed b ensue the MAX ON CENTER" d5nerWbn ae notezceedod 3. Cortcataarrlwrtablc: ITW a TA COH B' zo YLTRACON f A MASONRY + 9 A OPENING TYP. HEAD 0 JAMBS1 1 2x GUCK 6 I SHOWN FOR I REFERENCE I I y OCl I d r_ 1 C 1 r `. t II` II II SHOWNNFOR 61fREFERENCE11 11 MASONRY TYP. HEAD i i OPENING JAMBS II li II II II II II I I I I 2x BUCK II II I I I MULLION I I n cNi o SHOWN FOR I I II REFERENCE II Il II 11 11. S fe r4Cla"' do n Z$agg CL. ` 3 ° rs Z 2011 F' o p I o° 0 02 < e N.T.S. r ar JK a c an lF5 3 of " a, a FL" 15000.J c a nu SEE NOTE T A to NOTE 2 ASTRAGAL OEWL T. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP o.a AND THE 90TTOK as aR-00 aac 0 24 f2 N.rs. g v ,0( o m, LFS ra. FL-15000z '_ THERMAITRU THSRMA TRU DOORS r 1 e I..Uo"t L am, eOei ". ON 4 817 FIBER CLASSIC"/ "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR wowmPACr Ce4yAL Nora I. This pmdud tas been evokchW and th oarplalcew1h the ft 5&bn r101q f ida 6u'Id V Code pq shvcW mgLoarneals Indu ulg go %o Velocity HutScane TOne PM.. 2 Productancb=gvlb&asWAandspacedasMownanCetdfr.Andiarenbedrant10bo o nxk4fd shag be boyond wal dmsbg arducco. a When uedhVoVVWBltproduct t dtobeprotected WlhankrpwJragdald eovaty trot eompGef wfi Secion 12 of the Fr- Whsnused N aeaf ouhlde of the 9iV1Q Iegcfdrlgwild lsome det+s yofecHon 1Ns produU6 seq*W to be pmtectedw,lh an hpad resofant covoMg fhotcom*-svdth Sedion 1 M32of the FBG S. far2c dud komtl9 cw:&xftN arrdlorPrtg of ftww Imitshal be the erne cn i at OvAn talc buccmasarycoroh C$ ocn 6. Stte GIs that deriafe Corn ow data& of fhh dmwbg cequte furtharenp'nea tng ondy$ by a Scerued enoxw orn:galemd onlifed 7. ttia pmdud does not mW fM wcder kfflft ton caquteme* f rihB IfOr. Ww}v uritsshaa be fnstoWdoriyanor9mbild areaoralhablaWefocaFompmfedwbranovwhwvor catowuxh fhatfto ahgle beh+een the edge ofconopy of oweftxV tosli bless than AS degrees. TANEWCOAMM S116EETt 0= NPFM 1e.d plewas69enrsdncto 2 Door pond deldb WnWhsW 3 detdS Fborcfa Srdel detoisb detdt S Vmttoolaoasedbra 6 desossse 7 HodmlltdcF= A 6tlaf[ 9 ft0 to arcloffm 10 fromeasdo, Il AftgWdelalls 12 w of maleAots 4 componem 37JVMAX t05la' AM7L OVBIAII W Aft-•-{ a SEC GETXL W/ [ SHEET 6 g om rrar r w/Si rtiC INSWING UNIT o>oca 7'"OvaAft MAMEWDIN D k • r Ii 3 g ^ is " dFl iz 1<< Ilflfllt 1 M g V a s =Z uA 9• of 9 ot SEE KUL A'/ f SEE I UP& A'/ W a 9 SHEEr 6 5 5 r G KOiceC " rr i y;1310_''::fi `'' ,]jxVI P_'- ry:` i i® h 1. 1.'.1...-iI''iF _.•'J WWO10 Nu Mal: a jig ER 4 I o 0 o O 24 12 i rn KT'& on JK o' c en LFS cola soN a Fl- JS000.< 36WMAX DOOR PM MWMIH 2 2 TF ®® Z g /a DO Smooth Star U7CN SMEMC9STAR) 36 MNGE E S t00TH STAR) xORRONfAL CROSS SWW, V DOOR PANEL Si 10P RA2 SMOOTH STAR) u 09QITD " RAlLLSEIMSTAR) a vFRnc,\L cross sECTTo 2 DOOR PANEL Vre 8 m O2 24 12 'a N.T-% ro J o K 05 if3 3 ama rn. a R-15000.4 to0 F : •• :• • 38 J8 • •.•'.• ' .. a ••w 11 `l fY• '< ii 16 31 =_ 17 17 14 ••25 1` g 30 To 8 • a o -0i \; SEE NOTE 1 F 1O ScE NOTE 147 34 Lr , .' S:. 46 x. 30020h J FXTEglOS •; :t i+. i St2FffiQ3 ![SCOR ..t ..tea SEE i 01 ti +l; 1, NOTE 2 4646 a. J SiJ•, w•x't SEE NOTE 2 IA 47 'I'y'L"i• . r,f' 6 3 VERVCAL CROSS SECTION 3 Shorn w/lx sub—bu 13 OPWONAL SURFACE BOLTS ON ACMr PANEL $ yr 30 13 13 ( SEE DESIZN PRESSURE CRAM o, s 31 9 14 ` 14 m 4 s • : i C^ * _ - ' f rev' :3 i^ i`ir •'' SEE NOTE 1 — L •: e % . ; ,• '` • s'' ` ' 1. Tho aidolRo to dtrcet act into the jamb with (12) vo F ••e '••' + Item IF43 a /6 x 2' pfh. wood screw. Thom two (4) a a .'' ".'• at each vertlmt jamb, from the top down at MY'. um a r ' •• 11 31', 48.5' tr 56. Them are (2) at the header at 4 12 4' from the outside comers of the froma. thane are taut tiT 2) 6413 a $8 x 2-1/2' pft wood straw at the aa, to JK sal, 4' from the outside comem ou. to LFS d T Vl7ZTTCAI CROSS SECTION 2 VEYMCAL CROSS SECTION 2. OPT10rul SURFACE BOLTS ON ACT1vE PANEL GRANDC t* ^ 5 5 (SEE DMGN PRESSURE CHART) FL-15000.4 a oar 6 ac.I$ 1•vs Mul 3 HORIZONTAL CROSS SECTION 6 rl JGV 1V1 6 I. The srdelRe IS direct set keo the jamb Wth (11) Ram 143 a IS w 1' pfls wood screw. There are (4) at each vertloal jamb, from the by darn at 135', 31', 4d.1' k Ba'. There oft (1) at the header at 4' Awn the outsfde come, of the hem& there ara (2) 113 a /H i 1-1/1' pfh goad evaw at the ak% 4' from the outrida oomare. DUAL -A: OPROIfAL SURFACE BOLTS ON ACTNE PANEL SEE DEMON PRESSURE *WRT) HORIZONTAL CROSS SEMON IV t V tl Ulfd s PIZIP rgrrnnt ey and pm an JX i I FL—I$=4 I 7 i 0 4r 4 4 4 4 8. 38 MASONRY II TYP. HEAD 1 II MASONRY NG 7YP, HEAD +++riiraaao—o d OPENING & away q `-ASTRAGAL OPENI& JAMBS I`ASTRAGAL, SHOWN F•0R ( SHOWN FOR y = 3 11 ( 11 $ aS„ II I REFERENCE { I REFERENCE Y 2X QUCK j C 2 N S d d 2X SUCK MULUO! I U I I m d a E II 1 II S N- _ SHOWN FOR I SHOWNUFOR I I I{ REFERENCE I REFERENCE II 1 II No II1 {I II I 11 0068E 000R W/c1nEt 0•Es OOUBLF. 000R BUCK ANCHORING 4. r _SLICK ANCHORING S II 3B II 3B MASONRY II II WASONR! OPENING IITYpREAD AMBS IIOPENINGrepJAMB. Hm II • II If II III II V BUCK 2X BUCK II MUWON II CONCdiEiEANCNORNOI S, I I SHOWN FOR I I d 1. Gon= teanctwbeaft - at the corms maybe ad;uOad to makft n the mUa I I REFERENCE I I 3 edge distance tomafarjdnfs 2. CorsasfedndrarbeofonsnNedas MAX ONCV4Wmurtbeaoxfedto mofntdn the m1m. edge clone to morhorjohk addWand concrete orplmrs I I MULLIONI I °' p ~ may be regt& vd fc onsure tho MAX ON CcNTW dvr4n0on are not oo-seded. SHMM FOR 3 Cd>ncete anchoatamfe: { I REFERENCE I I O ci ' II II od 8IIIIomOZ 4 12 NTJK S er- er o' vt•• vhv If aOCR Lf$ a 011eae M6r e STNGL DOOR W/ SIOELf: ES SINGLE DOOR F—;3000.4 UITRACON SEE DETAIL 3' VIEW 'A'- A _ 2011BI DOOR W/St0 frcc CONCRBEANCNORNOIFS: 1. Conavfe andrvbcaliorl: at Hre miners• maybe ar$taled to rttdrl}oln Mo mfi. edge chf alc9 t0 martar joins, f 2 ConaebancNorloccryontn0fedar 4 7CONCENIER•musyb0odlvrtadb mdnfa011h0 Mgt, odgo dit=c to mMtW W tx oddffond mnasto andm maybe mqu9ed to eF=V fne %iA.X ON C VW dmomkn am not abseded. 3 Conasfeondwtcbfe: re r _ = mot_' _ TAPCON• 1/ 1.1/P T s ITiY rAVCON° woonscrzAvaas[AuA 311C 1.1/c 3' T•1/2' En9TiONNOTE? 1. Mav1MIn a m?lhnum J/8' edge dirhor m I' end dlitanm & 1.0.a. Votltg of woodsa°wstoprerentto47f gbtwood 1NESE- (2) ANCHORS REO'0 ONLY WHEN OP > 17 PSF rye 97myp- p' RIG\ MASONR3 OPENPIFRAM. HEAD ° BUCK 2X BUCKSXOETAILa' nI' ra. 7 9. r : t•:r >t lfy 9 JO 30 YVzx BUCK 1 0 jz INSTALLAWNWTXBUCK1 ALLATIONASTRAGAL E BOLT STRIKE PLATES 0 HEAD I 31 o 0 WD 02 4 12 : stYb N.7S. g5 0 J0 wc. to JK o1n LFs i SURFACE BOLT x SSTFdXE PLATE mluas ,, e THRESHOLD FL- 15000.4 c J i SEE DETAIL MASONRY 1HsrAUAnon OPENING 39 W/1X BUOKINSALLAtON TYP. HrAD & ^ 04 N M1AAS - FRAME 2X SUCK —,,,SEE 14 • SILL DETAIL '1' S1E SE DETAIL '4' DETAIL '3• r L VIEW 'B-'B' 1— VIEW "C -'C• S' — . -A- DOUBLE DOOR CONCRETFANCHORNOTES: 1. Corroefe anduw1oo0fiorss of (he comers nwy be ocWshsd b mallloin the n*L edge cWonae to marfar font: 2 Conaretoanchortocofmmnoted czWAXONC13lI rnustbea*,Atodto mdnta? I f m albs edge d&cnca to morfarMiM aWliional aonarBte onchars may ben3quked to enarre the A"X ON CFNIEA'dirvention am not eoaeaded. 3. Concreterandlorrobkc i v'=4%c 3^ Pn£? ti3.3 L?+ G.LIGIF:r-i7_ 0 TAPCON 1/f' 1.1/P 2' c IIYV TAPCONe 3/16" 1-1/e Qt) SCREW 1 4TUL ATION rvn- ew NQrM drtanee, l'en+R*+^'+ s. T•...- e,...-i..,.,f 1. Mar a m6u^ wod senws to spikbw of wood MASONRY- v....... .. . OPENING 4 r/Fwo k .N®S FRAME 2X BUCK SEE DETAIL 5' 14 . au - 5. SINGLE DOOR w X eU SO 6 ALLATiON 13 72 K/21f BUCK 1NSiAL1AT10N 13 10 70 t> ETAn • t0 DETAIL ' S• W/ 7X SUCK W INSTA1L1T10N Wf2X SUCK 73 iPSIALIA 0 DETAIL ' 4' o- 2fa J. ttlltL l] Al/ll a V F= 49 0 JO W/ 7X BUCK 13 0 it IWALLATION 3t w/, X SUCK 4a INSTALLATION DETAIL ' 2' a ASTRAGAL do SURFACE SOLT STRXE PLATES ® HEAD 31 37 0 aa- a 24 12 30 0 30 srun KT OETaIt ' 1' mr- on JK SURFACE SOLT STRIKE PLATE O0L Q0' 79 THRESHOLD L 13000.4 I. 1g or t2 1`Fy UZI p lase 18]B' aoat Mr 191P d3CCU 27 T''p• 27 TrP. Tf. 0. 75? a2r4r 4. i Li W OJS OD63'-- iE••— L SEE NOTE f v d NoggCDETlJC aoe 02/`1< 12 xsiffr rtT.S e osc ea p( a' 1. THE 'THE S AI BOLT HIS A 3` THROW AT THE TOP oz Cf5 3 ANDTHE0TTUM. c fL— i5000: ' a f orjj 0 QeY1 LoOIQIIOM I(lla W RM MAS9C PAN¢ W O] 1 )^ nX FilVKUSS By tlFAA-TAO Y1Q1)Ud CftgM Fj(zah}OW PdFSERIUSS i1bFAliA.4 SMOpiX Sf t P RAM Y'000 C011P0517E FC WIN WU E 1LVff MU SC-0.t7 I70p S MrCW M om czamm OL7 La71PUCXMrow (LSTri. FOW mw a 07MImal i { E{M4F .037. 7w to f0 r 37F LIE PM sm Sim 11 IOSOWIY - S PSI MQL C011 .w 1 109dJG W AdA71aiIa16°00v soar c oarlm ro Asa oso 001°M 10 r 2 LG PFk a000 SORw SIM 1123 r 1 LG SCREA' SIM U I r 7-I PRI SCIO}P IS SDEIRC wnw a00 .. IxIRUDFD KM1L IINYL if II M SC S. am KID 17 10.Y 1 r W" R!I06ET lOL1L - SwAnx we is SU AMWM BMW 5OWNtEMM 900 OIM Sink' xa Af>E SG.4(s ft 23 aOM 74 MIABaS W ASTRA M. AIWDOslI SU ASM" q= WU WELL Em mr RLTAIIFR AILOMMIAV 26 IKWSC>-dw M0O7 17 0 r t-1 La PAMMUD 3M u QFTAL STEEL k$1i5A: DOORSam &REP wn la r 1-3MaM FLOW 5(i}]Y .IT SILII. SO SMACE'WIT SIM RATE 57LEL 11 TO r EAT FIRM RAM WWO MO S7LEL 7 ' G TAPE -1 VM- 33 PIAAC in Ll1LPIC LD PLMTICFR86° 0 SAC LaAl0r JUM mm 31 W&M ME Sal£ lJ r0 i 1-31,r LG PM M000 S1 W Sim 1 l• r 7-J A PR, OM aR OW CONGRErESIMN am 5 1 r IfA FM OONcfRTE Smw Skit 40 Stm ULLX 755 SHOVE 41 7-10 r 1 W PL S=W SIM i 7' MG PRI WAD S'mw SrIZL J r 31FOUMFIR RWMO ROGER JOWRD FK I= 45 1 L r 490 Ott. EFAD TRIM WL SIM 46 MFS ' Cf 94T 31 .II 57m l7 1 fr20 SD' NU W 14-20 R7AME 00 Sim 7 0 r J-1 IIIF oQ0'Fe7E SIM STEEL S08Q FM 1 i r J-t ITN PER OOVCRLTE SITiE6' sTtE. SS a007 COVRRIE SS L W= OOgvw SS 1ACE STYE W s0•au IIGOD s SS RAM 5000 C61P641E LD k 17, 7, T L; OF z z WWII MA nW. E1 JOINED PONDFP.OSaPINE, SG-0.43 a ui ,, I .• u- JO SURFACE EOLT 57R07E PLATE (-725' STEP7-1 Q ISM6z is 4 LYE' s Q. SWNG DOOR BaaQU SWEEP WM . 080' MAX WALL, 0. 75' ALW. WALL 2U1• c One 02 24 19 ssric , E.TS. I. VSWr SIOELITE Doe m 9O7TOM BOOT 0. 09' EMUDO WVVL WALL o ' FL- 13000.4 R W •R W Building Consultants, Inc. B Consulting and Engineering Services for tho Building [nduotry C P.0.9ox 230 Vahtco, FL 33S9S Phwc e13.6s99197 Florida Band Offt a doml Bridnecrr Cerdficata of Awharipdoo No. 9813 Product Cate ory Sub Category9y Manufacturer Product Name Exterior Swinging Therma-Tru Corporation Fiber Cleselo° / "Smooth Star - Star - Doors Exterior Door I 18 Industrial Drive e'o Inewfng w/ and w/out 9welltes Assemblies Edgerton, OH 43617 Froergigss poor Phone (419)2e8-1740 Non -Impact, Gave: 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 pule Chapter No. 61G20-3, Method 1 D otthe State of Florida ProductApproval, Deparbnent of Business & Professional Regulation. RW Building Concultants and Lyndon R Schmidt, P.E. do not have norwill acquire financial interest in the company L/mltaGons: manufacturing or dlsbftgng the product or in any other entity Involved In the approval process of the product named herein. 1. This product has been evaluated and Is in compliance with the 61h Edition (2014) Florlda Building Code (FBC) structural requirementsincludingthe 'High Velocity Hurricane Zone° (HVH2). 2. Product anchors shall be as listed and spaced as shown on detalls. Anchor embedment to base material shall be beyond wall dressingorstucco. 3. When used in the "HVHZ" thla product to required to be protected with an Impact resistant covering that complies with Section 1828 oftheFBC. 4. When used in ernes outside of the "HVHZ" requiring wind bane debris protection this product Is required to be protected with an Impactresistantcovering (hat compiles with Section 1600.12 of the FBC. 6. For 2x stud framing construction, anchoring of these units shall be the same As that shown for 2x buck masonry construction. G. Site conditions that deviate from the details of drawing FL-15000.4 require further engineering analysis by a licensed engineer orregisteredarchitect. 7. Inswing configurations do not meet the water Infiltration roqulremen(s for the "HVHZ•. Inswing units shall be installed only In non - habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy oroverhangtoall! Is less than 46 degrees. a. See drav4ng FL-16000.4 for size and design pressure limitations. Suppporting Documents: I. Tes a o Tost Stand TEL 01480337-A,B,C ASTM D835.03,ASTM D1929-98 ASTM D2843-99 TEL 01460336-A,B,C ASTM D93&03, ASTM DIM-96 ASTM 02843-W STT'S00001 ASTM Q26.96 16427-107362 ASTM E84-00a ATI e7608.01.108-18 ASTM D1920.96 ETC 0 1 -741-10701.0 TAS 202-94 ETC 01-741-10703.0 TAB 202-94 ETC 01-741-10593.0 TAS 202-94 TEL 06-1031-3 TAS 202-94 TEL 06-1031-4 TAS 202-94 Testing Lab000ey Signed by Testing Evatuation 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 Laboretories ETC Laboratoties Testing Evaluation Lab,lnc. Tasting Evaluation Lab„Inc. Drawing No. Prooered by No. FL 15000.4 RW 8ugding Consultants, Inc. (CA 09813) s.010090,1a< qqt% fiLµ{•# ?,, Calculations Prepared by s r f:l {•; ;.; rJ Anchoring RW BuRding Consultants, Inc. (CA #9813) 1; y `;, ASTM E1300 Glase Load Lyndon F. Schmidt, P.E tits Quality Assurance r Certilloate of Participation issued by National Accreditation and ManagemeditD Institute, certifying that Therms Tru Corporation Is manufacturing products ': Y,-, a within a quality assurance program that compiles wllh ISOAEC 17020 and f A, .-`. 2 ; Sheet 1 of 1 Lon Hicks, VP Operations William E Rtdh, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E, Wendell W, Haney, P.E. Mark D. Pasero, P.E. Wendell W, Haney, P.E. Wendell W. Haney, P,F— Signed & Sealed b Lyndon F. Schnddt, P.E. F. Schmidt, P.E. Lyndon F. Sciurddt, P.E. FL PE No. 434o8 2/ ml6 A Florida Building Code Online Pagel of 3 penarhr o W nYYe^^s^^' acts Motto { too in I tmr a•plctraum I Ftot Topld I submit stocbar9e { Stab a Paaa { PaU attars { FBe stag { SM Slra Map { unim { searm { RfykbUusl; Pro essi I product Approval USM R60CUw Regulation P adurt aaorevat Menu > mduet or Aoaf!attan Seenri > Aval.42tion List > Applleatlon Detail FL A FLLS332-RZ Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code n MI Windows and Doors 6S0 West Market Street Gratz, PA 17030 717) 36S-3300 Ext 2S60 bsitlingeromlwd.com Brent Sltlinger bsitlingcr@miwd.com 8 t dor Fors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Uccnsed Florida Professional Engineer Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62S14 National Accreditation and Management Institute 12/31/2015 Staven M. UAch, PE Validation Checklist - Hardoopy Received Standard Year ! AAMA/WDMA/CSA 101/I.S.2/A440 200S t RiI affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity UYes ONo ON/A https://www.floridabuilding.orgtprlpx_app dtl.aspx?param=wGEVXQwtDgdl8572gvdWI... 8/31/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending F13C Approval Date Approved Summary of Products FLIS332 RZ COC FL15332-COMP.odf Method 1 Option D 04/30/2015 04/30/201S OS/06/201.5 FL # Model, Number or Name Description IS332.1 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGO OXO 145-3/4'x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZo No F.15332 R2 II 08-0Q OOC.Ddf Approved for use outside HVNZt Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressuros N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 5108078.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD, OX, XO, XX 96040' NON - REINFORCED Limits of Use Installation Instructions Approved for use In NVHZ: No FLIS332 R2 It 08-00498C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510805B.odf PRESSURE RATINGS I Created by Independent Third Patty: Yes 1S332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO REINFORCED OXO REINFORCED 145-3/4'x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 n OB-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI.S332 R2 AE 512968A odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96'x961' Limits of Use Installation Instructions Approved for use In HVHZs No FL15332 R2 11 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact ResLstant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Othort REFER TO APPROVAL DOCUMENT FOR DESIGN Fs! S3i2 R2 AE S 12960A.odf PRESSURE RATINGS Crested by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGO REINFORCED SERIES 420 ALUMINUM SGO REINFORCED XXX 143"X96' Limits of Use Installation instructions Approved for use In HVHZt Me FL15332 R2 It 0"2250A.odf Approved for use outside HvHZs Yes Verified By: Luis Roberlo Lomas 62S34 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS312 R2 AE 512970A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 1S332.6 SERIES 420 REINFORCED I SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 It OB-00499C.odf Approved for use outside HVHZi Yes Verified By: Luis Roberto Lomas 62514 Impact Roslatants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Othen REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 1vo8068.odf PRESSURE RATINGS Created by independent Third Party: Yes 15332.7 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' hops://www.floridabuilding.org/pdpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31 /2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 Ii 08-00501C.odf Approved for use outside HVHZI Yes Verified By: Luls Roberto Lomas 62S14 Impact Resistonta No Created by Independent Third Party: Yes Design Pressurm N/A Evaluation Reports other. REFER TO APPROVAL DOCUMENT FOR DESIGN Q,IS333 R2 AE 510808B.odf PRESSURE RATINGS Created by independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143`x80a NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No ELLS332 R2 It 08-00502C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lamas 62514 Impact Resistant, No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLLS 32 R2 AE 5108098.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 1S332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143aX96" Limits of Use Installation Instructions Approved for use in HVHZ: No Ft 1S332 R2 II OB-0OS03C.odf Approved for use outside HVHZ: Yes Verefled By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports othert REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S10810B.Odf PRESSURE RATINGS Created by Independent Third Party: Yes jgntiNr Us :: 1940 trodh Monroe ShpwL Tallahassee FL 32399 Phone: AS0-487-1924 The Sole of Floral Is an WE E0 amptoror. Coavnoht 2107-2013 stet* of Flo".:: $mite I I :: fled Setemont Under Florida low, an all addrtasaa art pubic reaoNs. If you do not wand your e•moll add" rdeaaed N response to 11 PubOUraoond4 te4uattr do not Dodd deotronie mat! to thb entity. Instead, eorltoct tin oflloe by phone or by traditional moll. If you rlrvo any 4uasaons, please aontaU 850,467. MS. -Pursuant t0 section 4SA27S(1)), Fmrke Statute dRaUOctober 1, 2012, tkarmet teed under Chapter 455, P.S. mat PrmAda the Oepa-tn— t W M an mt address R that' haft one. TFn omaft plovldad M may be acad for *"I communication with the tewma. flomm emu addresces art Omit rtceRt It you do not wish to supply a personal address, please provide the Oopartmdlt with an crop sddmv whkh an be read* avalteble to the pubua To determlm If you art a Ikeosee under Chapter 455, P.S., please c lck b= Product Approval Aeeoptsi CrLd tSAFIE hqs:// www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE 'DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBI TY OF THE ARCHITECT OR 413I.VEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR C0-1.6 WAS JSEO FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL- 7RRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED ?ER ASTM E1300-04 W rH SAFETY GLASS. 7, APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGbNS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR '/RH LOAD BEARING SHIM, SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MNIMUM ALLOWABLE SHIM STACK TO BE 1/4'. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTAIICE. OVERHANG RATIO - OVERHANG LENGTH/OVFJINANG 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. =0R ANCHORING INTO M/SONR /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 ANCHORNG INTO METAL STRUCTURE USE 110 SIAS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM SEYOVO STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATON ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR NANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF 0-0.42 B. CONCRETE — MINIMUM COMPRESSNE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRACE N. TY?E 1 (OR GREATER). 0. VETAL STRUCTURE: STEEL ISGA, 33KS1 OR ALUMINUM 6063—T5 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. X0, XX. XP, PX. AP, PDX TABLE OF CONTENTS SHEET N0. DESCRIPTION 1 I NOTES 2 — 3 1 ELEVATIONS I RN I accuavnow 1 DAM I WRWW 1 I A I ADDED FLANGE A.YD FlN immuAmN i 12/10/13 i R:— SIGNED: 1211612013 III WINDOWS DOORS LLC 1 I l l 0 /(//, OOtW. CR058YRD CARROLLTON, TX 75006 g v,• LGENS.giP o * SERIES420SGDREINFORCEDWITHOUTADAPTER96" x S NOTESQ TDRAM Oxo Ip.U N• 08- 49 AslONALLt\ uu¢ a NTS10/30/13 1 OF 10 SO- MAX FRAME VADTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #S FOR NUM8ER OF LOGATIONS REQUIRED 6' MAX 1 6' MAX 6' AX AME IGHT 6' MAX 6` MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER smug+ VIEw DESIGNPRES,SURERATM RFPA.TRATWG 135.0PSF NOW vmwe-142'SRL SEE CFp M #1 AND 92 FOR 07N1A UAM RATWW O(aSrGN PRCSSI/RERAnNG tmpAcrR4nNG 25.01-28.6PSF I AKwE mm t-w SILL SEE CNARM03 AND It FOR OTHER UNITS RInWS CNIARrl1 WM42.142'SILI. WHERE WA76PWRLTRATION AES/STANCE /S REOUDTED. e curer, Dadgn prmmn chart coo nole m ne fmo 2" MA 43A 160 MM1M a 7200 eeoo e400 Pes N4p Pao I Nq I pas I Nq es e40 40.0 66A 40.D SW 40A 4 ISOLO404041A4pD43Auya0A 0•a 40A 3l4 CHART 02 WRH2.VwSLL IViV E WATER WFILTRAMW RESk9rANCE IS NOT RE OLMRM SEE M07E D SHEET 1 p60DcdpnpromareCha1Ord none MotVWIM M1ooNqPosNap Nw* 49A q" o 40NA4&0 WA]OAAe3N40A166.0 3A4 6E RS" ppplIPIION 0A16 I AFFM= ADOED FIANCE AND AN WSTMIATION 1 12/10/11 1 R.L CFMT A WPH t-U2" SILL WHERE WATER W17L7AAT ION AESISTANCE 19 REQUIRED. nr_-n evccr. Deslpn premm Cher[ &0 P•nd RW *lM"vA= 5040 WyM 340 64" 0 Pm I N4 I PCs I NqN2LC tl e•0 26A RA 76.0 41.7 2S0 34.4 4107- 3" 120 j3:74 tan IZe Yl0 3 4a 0 10b CHART l4 W11N 7.1,2'SU WHERE WATER WRLTRAMW RESISTANCE IS +WT REOUIRED. SEE NOTED SHEET 1 7-TahGA D•dgn pr•.ssU16 Chen OWFtcresY6TbW Pm I Nos I Pm Nq Pm I if Pm At SILO 47A 7b N.7 4 ] 37A 37A 34A 34A SLO 3aj 2 I20 4.e 3 2 373 33 93 30 S60 40.7 1 TO ranet! 0I•ndroilecaMrrN 3eD 3e eS bma as JIM NisR1e4 4 4 1 0 1 6 I e 6 6 6 6 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96' z 96, ELEVATION axaft V.L. 06-02249 u NTS 1047E 10/30/13 °2 OF 18 E1VSF a1'.r 1 A FP HE 86- MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART 16 FOR NUMBER OF LOCATIONS REQUIRED S. 6- VAX 6' MAX 6- AX WE GHT L 6- MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER imRm vmw OEg10NPAESSUR wom wAOTRATINO 35.OPSF NONE W if' -far SILL SEE CHARTS 01 AND a SHEET 2 MR OTHERVAMRATWOS 0ESIGNPRESSURE RATKAG OAPACTRA17M 250/ 28.6PSF I NONE WITH I-U2'SRL SSE CJi4R7S RT AND AW SHEET2 FOR OTHER LWIM RATINGS iav ulsavnox a wvRoom A AooiD FIA?m AHO IN I mm.LoQION 12/10/13 R.L. CHART06 Nam6v NanNOr bei00MlWlna Fardana TamutVANIft 390 t0 0 0 t fi0 7if 0 S00 Rt4 ftIm Rf8 Joao as ArtlO Has I maf11 4 0 S 0 0 0 f 0 ff. 0 4 f S 0 f 6 0 f 77d i f f f f 0 f 760 4 0 6 f 0 a 0 0 2' 2 1l32' SILL AUMMUM 6MTe.03BTHlGK 5 3/8' I , ,/ 2- 1 D2" SILL AUANWUW 600-75.055THIWf MI WIN 0001 WWS . CROSBY0 RD LLC ` S.R CARROLLTON, TX 75006 -•pERSR9tPS SERIES 420 SGD REINFORCED WITHOUT ADAPTER WTA 96' x 96'FIN ELEVATIONOF xxE I 08 ¢249 I A /%OMA NTS onE 10/30/13 3 OF 10 1/2' MIN. MOW REV oD70m00R — A1/RWm EDGE DISTANCE A I ADDED "OE AND nN INSTALLATION 12/10/13 R.L 1 3/8' MIN. WOOD FRAMING EMBEDMENT OR 2X BUCK i BY OTHERS - 1/ 4, MAX. SHIM SPACE 1 3/8' MIN. 1/4' MUL 10 WOOD EMBEDMENT SPACE SCREW PRA INTERIOR 1/ 2' MIN. EDGE DISTANCE j10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR UJJ Uj INTERIOR VERTICAL CROSS SECTION WOOD FRAMMO OR 2X BUCXWSTALLATION NOTES: 1. IWMIOR AND OnEWOR FIANSIIES BYOTNERS, NOT SHORT/ FOR CLARl1Y. 2 PERIMETERAND JOMTS54L BYOThMRS TOSS DEWONED NI ACCORDANCE VVITWASANE2117 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESNE OR EQUAL SEE SHEET 3 OR SILL OPTIONS MIN. ENT III10 WOOD SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD MOOG OR 2X BUCK WSTALATKAJ BY OTHERS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' z 96' FRAME INSTALLATION DETAILS DRAW! ORO N4 V. L 08-02249 As NTS I O"TE 10/30/13 1 $Nw4 OF 10 c s f;"s METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS ormRlOR 1 /4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BID OF VULKEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS VER77CAL CROSS SECTION METAL STRU0jVAEMTALLATION NOTm I. LVTSRIOR AND EXTERIOR FBWSHE$ BY OTHERS NOT SHOWN FOR CLARITY. 2 FERIME7ER AND JOINT SEALANTBYOTHERS TO BE DESIGNED PIACCOROANCEWITHAST U E2f f2 7- 7/8' MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS F--T ocswTmm I = u.» F A I ADDED nANrE ANO FIN twx AT10N 12/10/13 P- 1/4- MAX r SHIM SPACE JAMB INSTALLATION DETAIL METAL smuc"E INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' x 96" FRAME INSTALLATION DETAILS OROM OA G V.L 08-02249 NTS — 10/ 00/13 —T5 OF 1D 0 AT AF 2 , /2- MIN. EDGE DISTANCE r 1 1/4- MIN. a EMBEDMENT CONCRETE/ MASONRY 1/4' MAX. BY OTHERS SHIM SPACE OPTIONAL lx BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON 00CR Pm t are ANhCVm ADDED FLANGE AND FIN VWAUATKIN 12/10/13 R.L. 1 114' MIN. EMBEDMENT T—1 1/4- MAX SHIM SPACE INTERIOR MIN. EDGE DISTANCE 3/16- TAPCON CONCRETE ASONRY Y OTHERS E77ER(OR IJJJ LLll INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE e OR EQUAL EXTERIOR 3/16' TAPCON SEE SHEET SHEET 3 OPTIONALtx BUCK JAMB INSTALLATION DETAIL MASONRY/ FOR SILL OPTIONSNA PROPERLYBUCK C RYJ''Uu CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET 1 1/4" MIN. a'• '4 •• EMBEDMENT is .. 2 1/2 MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRZTSe,%INSTALLA77ON MOTES: 1. lMBRRIORAND ExTH9K1R RNNSiW, BYOTHEAS NOT SHOWN FOR O: MY. 2 POVIW ERAND J0DVTSEALANT'8YOTHERS TO BE DWIGNEDWACCORDANCE WflNASTME2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 95" z 96" FRAME INSTALLATION DETAILS ORGM o1W NS R V.L 08-02249 m" NTS — 10/30/13 —6 OF 10 ENSF s WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW WOOD FRAMING OR 2X BUCP BY OTHER: T• MIN. DISTANCE 1 3/8' MIN. EMBEDMENT 1/4' MAX. SHIM SPACE SCREVSoo EXTERIOR LU U..11 INTERIOR VERTICAL CROSS SECTION WOOO FRAM(NQ 0R 2X BUGKWSTALLATM NOTES: 1. BVTER10RAND O(7ER OR MOSHM. SYOTHERS, NOT SHOWN FOR CLART! 2 PERIMETFAAND JOWTSSaAAFiBYOTHERS TOBE DESaVED IN AOCORDANW WITH ASTM Elf 12 T 1 3/ 8GIN. EDGE DISTANCE 0 BE SEC IN OF VULKE)A 116 10 WOOD RUCTION ADHESIVE IUALSCREWSSEE SHEET 3 FOR SILL OPTIONS MIN. AENT WOOD FRAMING OR 2X BUCK BY OTHERS F1EN510lS OOCIO/IMN CATE opwim ADDED FLV= AND FlN INSMAL ATION I 12/10/13 LFLL 1/4' MAX. SHIM SPACE j rxrEaroa V— EXTERIOR JAMB INSTALLATION DETAIL MOOD FRAMWQ OR2X SUCKbV3TALLATION MI WINDOWS AND DOORS LLC R•• LQ4F 1001 W. CROSBYRDCARROLLTON. TX 75006 5 GEN,q 9 SERIES 420 SGD REINFORCED WITHOUT ADAPTER Ono 96" z 96" AT FLANGE INSTALLATION DETAILSOF ; a1rtc a1c ra. A 08-02249 METAL STRUCTURE BY OTHERS p10 SMS OR SELF DRILLING SCREW METAL STRUCTURE 6Y OTHERS EXTERIOR 1/4' MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN VULKEM 110 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION META L ST R UCT UAE !N STAL LA TIO N NOTES: f. lNTER10RAND EXTFAfOR FINLSNES. BY OTNF_RS, NOTSNOwNFORCLARFTY. Y PEMMETERANDJOINTSEALANT SY OTHERS TUBE DESIGNED INACCORDANCE VVMiASTM EV 12 T- 7/6• MII EDGE DISTA L 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS IA' \,.V ucswvma alE I &-mom ADDED FLANGE AND FIN DLSTALIAT10N 1 12/10/13 IFLL JAMB INSTALLATION DETAIL METAL STRUCTUREINSTALLATA3M ICI WINDOWS AND DOORS LLC CARROLLTOW. NRTX 775OSSY 006 N011111L% y GEM'q d SE SERIES420SGDREINFORCEDWITHOUTADAPTER95" x 96" FLANGE INSTALLATION DETAILS OF i 1ps R G I' IJO111ii0l was oxc No 08- 02249 uc DAW s*cr NTS 10/30 13 8 OF 10 2 1/2• MIN. EDGE DISTANCE 1 1/4" MIN. i. EMBEDMENT CONCRETE/ a _ MASONRY 1/4• MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/18" TAPCON EXTERIOR LA LLJJ INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 3/16• TAPCON OR EQUAL SEE SHEET 3 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS A, 1 1/4" MIN. EMBEDMENT 2 1/2" WN. EDGE DISTANCE VERflCAL CROSS SECTION C0NCRI5TE*A4SOlVRYWNSTAUATIOM eflala>s olsc llQr oar AOVROVm ADDED FLANGE AND FIN OLSULLAMON 12/10/17 IRL, 1 1/4• MIN, EMBEDMENT 1/4 MAX. r z 1/2• SHIM SPACE INTERIOR MIN. EDGE DISTANCE 3/16" TAPCON CONCRETE/MASONRY BY OTHERS o a EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE*4ASDwYWSTALLATAW TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTM 1. Pn'S:IOR AND EXTERIOR ANMREA BYOTNSIS, NOTSHOWNFOR a"rY. 2. PERIMETER AND.IOP?SEAUINT BYOTHERS TO HE OESIGNl:DW ACCORDANCE WW A STM E2112 MI WINDOWS AND DOORS LLC R;'o i,, 1001 W. CROSBY RO\\J\,••EHCARROLLTON, TX 75006 NS v, G SF p O, b 6SERIES42DSGDREINFORCEDWITHOUTADAPTER FLANGE INSTALLATION DETAILS S; ` STATE OF ; E b wnA NOW 08-02249FS`SOR J16 NTS ° 10/30/13Te of t0/ IiI NAi11 N\\ ItMI" 1/4' MAX IIIH [TaaarrmI oae I opma WOOD FRAMING SHIM SPACE A ADDED FIANCE AND RM INSTALLATION 12/10/13 RL BY OTHERS INTERIOR 1 MIN. EMBEDMENT is WOOD SCREW EXTERIOR 7/16' MIN EDGE DISTANCE JAMB INSTALLATION DETAIL W000 FRAMING OR Iv! BUCK INSTALLATION 1 1/4' MIN. EMBEDMENT 8 WOOD W000 SCREW FRAMINO BY OTHERS 1/4' MAX. j SHIM SPACE 7/18- MIN EDGE DISTANCE INTERIOR EXTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2YBUCK AISTALLATION FOASILL WSTAU AnON SEESHEElS ". 1 5/8' MIN. EDGE O1ST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS 1 1/4' MIN. EMBEDMENT lx BUCK BY OTHERS, HOOK STRIP II BUCK TO 9E APAPCON PROPERLY SECURED EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASOAIRY,VOACRETE METAL STRUCTURE BY OTHERS NTER/OR TRIM TRIM 1 3/8' MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP S10 WOOD S10 SELF DRILLING SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCJlh/" FRAMNG METAL STRUCTURE MI WINQoWw. cxoseDOORS LLC CARROLLTON. TX 75006 1\51RIILa-v//' SERIES 420 SOD REINFORCED WITHOUT ADAPTER*• o NOTES 96" x 96' `.pACZT. INTFAluRA1v9 DclERIOR FlI dSHFS,BYOTHFAS, ELFIN do HOOK INSTALLATION DETAILS iaOF ,tu` NOT SHOWNFOR CLARITY l b A 2PEANAMMAND JOIMSEALANTBYOTHERSTOBE n Awa one ea aLv ik`'QCORtO? • OESLGNSDALACCOAV ACEWIMASTME2112 V.L 08-02249 A GN T' NTS lam 10/30/13 —10 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 110 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR MIN. EDGE DISTANCE 1 3/8- MIN. EMBF ENf 1 3/8- MIN. 1/4' EMBEDMENT MAX. SHIM SPACE 1/2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW VERTICAL CROSS SECTION WOOD FRAAIIW OR ZX 81JCKWrALLATFON NOTES 1. IMERI0RANO EXTERfOR FW4SMS, BYOTHERS, NOT fi VW FOR 0ARrrY. 2- P9MMETFRANO XNNrSEAL4Mr5Y OPMAS TO BE DESIGNED IJACCORDANCE WRN ASTM E2112 LL rO BE SET IN BED OF VULKEM 116 3NSTRUCTION ADHESIVE R EQUAL r- SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING OR 2X BUCK l 8Y OTHERS 1 3/8- MIN. EMBEDMENT Rama 6ESCIO mtl WE APPFM a AOOID CK4M 03/05/12 R.L REMED PER NQW TESRNC IO/1S/13 R.L ADDED FLANGE 1NSTAUAT10NS 12/06/13 RL. JAM8 INSTALLATION DETAIL WOOD FRAMING OR ZX BUCK MSrALLArXW MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 76006 SERIES 430/"0 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS ORARR: RRO ro: F,1, 08-00503 NTS I OAE 02/23/09 104WS OF 9 GENeF=P p; STAE OF ; ll' 0 OlmNiAllLv6\` REV OESCeo1Cn ah APPPV" A ADDED CKWIS 03/06/12 RL 1/4' MAX. B REVISED PER NEW TWM 10/13/13 RL METAL SHIN SPACE NC CADDEDFLAMEWSTALIATIONS I 12/06/13 JPLL STRUCTUREErALBY OTHERS 1MAX. r SHIMIM SPACE I 11 7/8' MIN. 10 SMS OR EDGE DISTANCE INTERIOR SELF DRILLING SCREW a EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREWS a SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE 10 SMs OR SELF DRILLING OR EQUAL METAL STRUCTURE BY OTHERS SCREW SEESHEET2FORSILL OPTIONS EXTERIOR METAL STRUCTURE JAMB INSTALLATION DETAIL 6Y OTHERS METAL STRUCTLO7E UYSTALLATIOIV VERTICAL CROSS SECTION METAL STRUCTUREWSTALLATION MI WINDOWS AND DOORS LLC J111(1T/// CARROLLTONR TX 75006 vJ`GE 8400 SERIES A30/ 440 XIX SGO o NOTES ' 1.( Ni64fORANDFXT6R10RRNlsNEu BYOTHFAS 143" x 96" REINFORCED FRAME INSTALLATION DETAILS may; E OF •tv NOT SHOWN FOR CLARITY. O/ass;lORl4 2PERIMETFRANDJOIMTSEALANTBrOTHERSTO8E INACCORDANCE WRHASTIN E2112 owe 08- 00503 G\: DESIGNED OfIIIn11 uL, TUTSoae0223/09 alccr 4 OF 9 2 1/2- MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1 1/4• MIN. EMBEDMENT CO ON BY OTHERS w 2 1/2- MIN. EDGE DISTANCEiXOPTIONAL BUCKTO BE 1/4• MAX. PROPERLY SECURED HIM SPACE 3/16• TAPCON " SEE NOTE 3 SHEET 1 3/16• TAPCON CONCREIE/MBy EXTERIOR INTERIOR •' . SILL TO BE SET IN •; ' ' ' A BED OF VULKEM 115 CONSTRUCTION ADHESIVE 3/16• TAPCON I OR EQUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS e 11 /4 MIN. EMBEDMENT VERTICAL CROSS SEC77ON CONORETSMASONRYINSrALLATION 2 1/2" MIN. EDGE DISTANCE re LvaTs FMV DEXHIp " a1! wrRovm A ADDED CHARTS 03/06/12 RL 8 RV6ED PER NEW TESTWC 10/15/13 R.L C ADDED FIANCE WSTALLAWN5 12/06/13 Rl 1/4" MAX r SHIM SPACE O INTERIOR o0 cl EXTERIOR IAMB INSTALLATION DETAIL OPTIONAL IX SUCK C0NORET6UASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1.INTERIORAND SXTE RIORRNISHES. HYOTHERS. NOT SHOWN FOR CLARITY. e PERm ETSIA DJoWrsEAuwrarOTTrwgS TO BE OESFONED MACC ORMNCE WITH AS TM elf 12 MI WINDaWw. csose000S LLC SIR.'Z0i i v CARROLLTON, TX75006GENSF96Itl sit SERIES 43' XI% SGOREINFORCED 143" x98" REINFORCED R rp5b(xtjc/6o t.6p FRAME INSTALLATION DETAILS TATE OF iO" '°lORIOt V/omgwm lnuvm: DRo Na 0"0503 A an.n7/23/O9 sm5of9//I/41NAj10 OOD FRAMING OR 2x BUCK BY OTHERS t0 WOOD SCREW EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2x BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE T 1 3/8" MIN. 1 3/8' MIN. EMBEDMENT MPJ(. SHIM T - SPACE 1/2" MIN. EDGE DISTANCE INTERIOR VERTICAL CROSS SECTION Ymm FRAMING OR 2X BUIX INSTAUArION NOTES' E. on RIORAND FJCI19 M FINISHES. SY 0"WdM NOT SHOWN FOR CLARnX 2 PERIMETER ANDJOBVT SEALANT BY OTHERS TO BE DESA3NWhVA00ORD0WCE W"HAS77IEV12 10 WOOD SCREW SILL TO BE SET IN A BED OF VUUCEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING 1 OR 2x BUCK BY OTHERS 1 3/8' MIN. EMBEDMENT RE1t t6 REV oescRnna+ TY3E APPRMW A ADDED CHARTS 03/06/12 R.L B REVMED PER NEW TESTING 10/15/13 R.1.. C ADDED FLANGE INSTALLt110 5 12/06/13 R.L 1/4' MAX. F SHIM SPACE INTERIOR EXTERIOR ra CM JAMB INSTALLATION DETAIL WOW FRAMWG OR?X BUCK MTA11ATION III WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/"0 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS oKoft an F.A. 08-00503 X'" NTS 1DOE 02/23/09 3T6 OF 9 xI1it 11i10%i I d' GEIV4` METAL STRUCTURE B' OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS VERTICAL CROSS SEC77ON METAL STRUCTURE INSTALLATION NOTES. T. IMERIORAND EXTERIOR F9094ES. 8YOTHS74 NOT P OKV FORC(ARRY. Y PERIMETE9AND.0NTSEALAMT9YOTHERSTOBE OESIONEOIN ACCORDANCEW"HASTM E2112 1/4' MAX. SHIM SPACE OR 7/8- MIN. LUNG EDGE DISTANCE J10 SMS OR SELF DRILLING SCREWS D BE SET IN OF VULXEM 116 RUCTION ADHESNE UAL METAL STRUCTURE BY OTHERS SEE SHEET 2 FOR SILL OPTIONS N3 RV A ADDED CHQRR 03/06/12 R.L B REVI D PER NEW TES M 1 10/13/1J R1. C ADDED FUWOE INSTAUATONS 12/05/13 RL 1/4MAX. F SHIM SPACE o INTERIOR ca a o a EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143' x 96" REINFORCED FLANGE INSTALLATION DETAILS muw: am ;z F- A, 1 08-00503 VAX NTqlQM 02/23/09 —7 OF 9 RM9= 2 1/2' MIN. r¢v am I ATRom CONCRETE/ EDGE DISTANCE A ADDED CIURTS 03/00/12 R.L MASONRY BY OTHERS ( 6 REVISED PER NEW TESTING 10/15/13 R.L 1 v . ' 1 1/40 MIN. C ADDED FLANGE OWALLATIONS 12/06/13 RL a i4 ' GMBEDMENi 1 1/4• MIN. 1/4` MAx. a' EMBEDMENT SHIM SPACE OPTIONAL 2 1/2` MIN. .a Ix BUCK EDGE DISTANCE INTERIOR TO BE PROPERLY 1/4' MAX. OSECURED RD E NOTE 3 SN1N 3/16` TAPCONSHEET1 3/16• TAPCON a EXTERIOR II II li II II II CONCREI>er OTTlNT7=RlOR OTH 3/16' TAPCON II II II II I( I SILL TO BE SET IN A BET) OF VULKEM 116 CONSTRUCTION ADHESIVE OR EOUAL SEE SHEET 2 MASONRY/ FOR SILL OPTIONS CONCRETE BY OTHERS 1 1 1/4` MIN. EMBEDMENT VEATJCALCROSSSEGTION 2 1/2' MIN. CONORETEWSONRYOVSTALLATION EDGE DISTANCE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 JAMB INSTALLATION OETAfL CONCRET EYMASONRY INSTAGAT 10N NOTES 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SNOWN FOR OLARMK E PEROIE'TER AND JON?SEALANTBYOTHOTS TO BE DESIGNED W ACCORDANCE WITH ASTAI E2(12 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/440 XIX SGO 143" x 96' REINFORCED FLANGE INSTALLATION DETAILS F.A. 1 08-00503 scar NTS 0°Q 02 23/09 IMMS OF 9 v,•E1vsF'4sf 1 5/8' MIN. EDGE DIST. d TRIM INTERIOR ~ MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 1 1 /4' MIN. EMBEDMENT 1X BUCK BY OTHERS, 1X BUCK TO BE - PROPERLY SECURED 6' EXTERIOR J ` PANEL INTERLOCK HOOK STRIP INSTALLATION AUSONRYA:ONGRETE 7fINTERIORTRIM 1 3/6' MIN. EMBEDMENT HOOK SCRIP 10 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOKSTR/P INSTALLATION ZX6UCK4V000 FAAMWQ T ocaaPlm = I .vaovm A ADDED GRAFTS 03/04/12 ILL B RVW PER NEW TEW MG 10/13/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 RL METAL STRUCTURE BY OTHERS TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION NETAL STRUCTURE NOTES. 1.INTERIOR AND OtTERIORWN/SHE4 BYOTHM NOT SHOWN FOR OIAARY. Z PERTMETERANDd01NYSEALANT BY OTHERS TO BE DESTONED IN 400MANCE W MASTM W TZ MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 430/440 XIX SOD 143' z 96' REINFORCED HOOK INSTALLATION DETAILS CRAW ovo xv. F.A. 08-00503 NTSI lc 02/23/09 -¢T9. OF 9 10t27/2016 Florida Building Code Online Business 8 Professional Regulatl'on r- SCIS Home I Log In I User Registration ! 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Public User Product Aeoroval Menu > Product or Anoll atlon Search > Aonllcation Llst > Application oetati FL rY FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark—Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 339S Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE j Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Zertlfied By Sections from the Code Standard DASMA-108 DASMA-115 Year 2002 2005 nttps://www.floridabuilding.org/pr/pr app O.aspx?param=wGEVXOwtDqunlJRfWxf6u7ojn10heH%2bRK)kizESWxAzegKuY8GeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved FL # Model, Number or Name 9174.1 S120 / 6100 / 9100 #0228 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +26.90/-30.80 Other: 9174.2 1 5120 / 6100 / 9100 #0229 Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.3 1 S120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +2S.90/-28.80 Other: 9174.4 I S 120 / 6100 / 9100 # 0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.5 1 S120 / 6100 / 9100 #0234 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Description 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 RI I It 0228 318958 P7 odf FL9174 R11 If Track S cool m nt Chart P10.odf FL9174 R11 lI WDJambSunol m ntP16 S.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 651 odf 9174 RI A-Eval Rent 9100 rl s.ndf FL9174 RI1 AE FL09174 r9 Affirms ion for FBC th 7014s,odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 1[ 0 189S9 P8 odf FL9174 R11 If Track S uool m nt Chart P10.odf FL9174 R11 11 WDJambS innlementP16 a ndf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 6Sa odf FL9174 R11 AE Eval Rep[ oinn r1 s )df FL9174 R11 AE Fi 09i 7a r9 Affirmation for FBC 5th 2o. w_ _ df Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Installation Instructions FL9174 R11 [I 0230 318960 P10 odf FL9174 R11 It Track Suool m nt Chart P10 odf 9174 R11 II WDJambSuool m ntP16 s odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 651ndf FL9174 R11 AE Eval Rent olnn r1 spdf FL9174 R11 AE F 0 174 r9 Affirmation for FQr Sth 2014s.ndf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21'. Solid only - no glazing available. Installation Instructions FL9174 R11 t[ 0231 18196 P5.nrlf FL9174 R I I II Track Supplement Chart P10.odf FL9174 R11 fI W-DJambS uoolem ntp16 odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R It AEA TM A 652 odf FL9174 R11 AE Eval Rent 9100 r1 s.odf FL9174 R11 AE FLO 174 r9 Affirmation for FFtr Sth 2014s odf Created by Independent Third Party: Yes 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 11 A234 319022 PS odf FL9174 R11 1t Track ool m nt Chart PIO.odf FL9174 R11 If WDJambSuool m ntP16 s.ndf Verified By: John E. Scates P.E. FLORIDA PE S1737 Mips://www.floridabLdlding orglpr/pr_app dti.aspx?pwam=wGEV(QwtDqufllJRANxf6u7oln10heH%2bRKJkizESWxAzegKuY8GeGQ%3dolo3d 12/6 10/27/2016 Florida Building Code Ordine Design Pressure: +43.20/-49.60 Other: Created by Independent Third Party: Yes Evaluation Reports F19174 R11 AE ASTM A 653.odf 9174 R11 AE Eval Rent 9100 ri s.nelf FL9174 R11 AE FLO9174 r9 Affirmation for FBC S h 2014e odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Installation Instructions FL9174 R11 11 023S 319023 P6.odf Approved for use outside HVHZ: Yes Impact Resistant: Yes FL9174 RI I It 319040 P1 Post. odf FL9174 RI I 11 Track Suoolement Chart P10 odf Design Pressure: +39.20/-43.70 FL9174 R11 II WDJambSuool m ntP16 s,ndf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 910rl s.adf FL9174 R11 AE FLO9174 r9 Affirmation for FBC th 014 odf Created by Independent Third Party: Yes 9174. 7 5120 / 9100 #0232 1.8' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 It Track Supplement hart P10 odf Impact Resistant: No FL9174 R11 H WDJambSuool mentP16 s.odf Design Pressure: +12.40/-13.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC th 2014s.ndf Created by Independent Third Party: Yes 9174. 8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Installation Instructions FL9174 RI I 11 0233 1 000 P .odf Approved for use outside HVHZ: Yes FL9174 RI1 11 Track Supplement Chart P10 odf Impact Resistant: No FL9174 R11 H WDJambSuool m ntP16 s.ndf Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R It AF ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC h 2014s.adf Created by Independent Third Party: Yes 9174. 9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Installation Instructions FL9174 R11 11 02 36 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 I1 319040 P1 Post odf Impact Resistant: Yes FL9174 R11 It Track Suoplement Chart P10 odf Design Pressure: +30.00/-33.50 Other: FL9174 R11 11 WDJambSuool mentP16 a odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R1I AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 ri s.ndf FL9174 R11 AE FLO9174 r9 Affirmation for FRC Sth 2014s.ndf Created by Independent Third Party: Yes 9174. 10 5120/0 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Installation Instructions FL9174 R11 11 0237 31902S P6.odf Approved for use outside HVHZ: Yes FL9174 R11 I1 319040 P1 Post.odf Impact Resistant: Yes Design Pressure: +39.20/-43.70 FL9174 R11 lI Track Supplement Chart pin odf FL9174 R11 11 WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE S1737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.pdf FL9174 R11 AE FL09174 r9 Affirmation f_n__r FBC Sth 2014s ndf Created by Independent Third Party: Yes htlps:// www.floridabuilding.org/pr/pr app o.aspx?param=wGEVXOMDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGO%3d%3d Y6 10/27r'2016 Florida Building Code Online 9174.11 I5120/5140/6100/9100/9400/9600 0600 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.90/-30.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9' Max width. 10' Max height. Max section height 24'. Glazing available in top or intermediate section. Installation Instructions FL9174 R11 If 0600 319026 P4.odf FL9174 RI I It Track Supplement Chart P10,odf FL9174 RI1 11 WDJambS unnlementPl6 a odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653,odf FL9174 R11 AE Eval Rent 9100 rl s,ndf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 20t4s,odf Created by Independent Third Party: Yes 9174.12 15120/5140/6100/9100/9400/9600 I9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +41.00/-46.30 Other: 9174.13 I5120/5140/6100/9100/9400/9600 rr0602 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 I5120/5140/6100/9100/9400/9600 ax 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. 9174.15 I5120/5140/6100/9100/9400/9600 ii' 0604 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Installation Instructions FL9174 R11 II 0601 319027 P4.odf FL9174 R11 II Track Supplement Chart P10 odf FL9174 R11 It WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AF ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.pdf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf 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 R11 lI 0602 319028 PS,odf FL9174 R11 If Track Suoolement Chart P10.odf FL9174 R11 It WDJambSuoolementP16 s odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 6S3,adf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FRC Sth 2014s.odf 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 RI I It 0603 31 029 PS.odf 6L9174 R11 II Track Supplement Chart P10od FL9174 R11 It WDJambSuoolementP16 a pdf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 653,odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8' Max height. Max section height 24" Glazing available in top or intermediate section. Installation Instructions FL9174 R11 H 0604 319030 PS, Of FL9174 R11 II 319040 P1 Post.odf FL9174 R11 If Track Supplement Chart P10odf FL9174 R11 If WDJambSuoolementP16 s odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3,odf FL9174 R11 AE Eval Rent 9100 rl s odf FL9174 RI1 AE FL09174 r9 Affirmation for FBC Sth 2014s,odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0605 319031 P4,ndf Approved for use outside HVHZ: Yes FL9174 R11 It Track Suoolement Chart P10,odf Impact Resistant: No FL9174 R11 It WDJambSuoolementP16 s.odf tMps://www. floridabuilding.org/pr/pr ape dU.aspx?param=wGEVXOMDqufIIJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGO%3d%3d 4/6 10/27/2016 Florida Building Code Ordine 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. 9174.17 I5120/5t40/6100/9100/9400/9600 Ji 0606 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 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: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s odf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 24" Glazing available in top or intermediate section. Installation Instructions FL9174 Ril iI 0606 319032 P6.odf FL9174 R11 II 319040 P1 Pog.odf 9174 R11 II Track S cool m nt Chart P10.odf FL9174 R11 It WD]ambSupolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports F19174 R11 AE ASTM A 653.odf 9174 R11 AE Eval Rent 9100 rl q,ndf FL9174 R11 AE FLO9174 r9 Affirmation for FQC Sth 2014s odf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 24" Solid only - no glazing available. Installation Instructions FL9174 R11 H 0609 31903S PS.odf FL9174 R 11 11 319040 P I Post. odf FL9174 R11 It Track Suoplement Chart P10 odf FL9174 R11 It WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl q.ndf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.19 15140/6100/9400/9600 #0608 118' Max width. 8'-9" Max height. Max section height 21'. Glazing available in top or intermediate section. Limits of Use Approved for use in HVNZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 RI It A608 319034 P4.odf FL9174 R11 11 Track Supplement Chart P10.odf FL9174 R11 It WD]ambSuoolementPl6 .odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FRC Sth 20145 odf Created by Independent Third Party: Yes 9174.20 15140/9400/9600 #0607 116' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVNZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 II 0607 319033 PS.odf FL9174 R11 lI Track Supplement_ Chart Pori odf FL9174 1111 11 WD3ambSuool m ntP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R I I AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Back Nest Contact Its :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850.487-t824 The state of Florida is an AA/EEO employer. Copyright 2007.2012 State of Florida.:: Privacy statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are pudic records. If you do not want your e-mail address released in response to a public -records request. do not send electronic mail to this entity. Instead, contact the Office by phone or by traditional mail. If you have any questions, please contact 050.487.1395. 'Pursuant to Section 455.275(1). Flonda statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick bM Product Approval Accepts: hops://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwIDquFl1JRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3dg%o3d 5/6 10/27/2016 Florida BLdIding Code Online RR E Credit Card Safe mpsl/www.floridabLilding.org/pr/pr app o.aspx?param=wGEVXOvADqufllJRfWxf6u7ojnlOheH%2bRKJkizESVVxAzegKuY8GeGQ%3d%3d 6/6 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P 16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT "oTE 3 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 No. 0737 0 STATE OF p • jQ•`'•.IOR OP Ili;, &IONA; 0? X fill 1. BASED ON 5/16' DIAMETER LAG SCREWS WITH 1-1/2' O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30pst DOOR WIDTH = 16tt LOAD PER JAMB - 30pst x 16tV2 - 2401b/tt 4. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2" AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:33 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT "oIE 9 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a ra 1111 I1l/ No. m737 0 STATE OF ; 4` i . ••., LOR%OUzi%//s,ONA` ? 111111%% 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2") OR 16d THREADED HARDENED -STEEL NAILS (0.148'x3-1/2') WITH A MINIMUM PENETRATION OF 2' INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB - 30psf x 16ft/2 = 2401b/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/FT NOT63 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 No. 51737 0 STATE OF Zft. i 0 101t10,• 1. BASED ON 3/8*0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2- O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF WAND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16fV2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Awroved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB "16• 2500 PSI CONCRETE NOTE i 4000 PSI CONCRETE NOTE 2000 PSI GROUT FILLED CMU"ore2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 t8 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A No. 51737 0 STATE OF ss 1. BASED ON 3/8'0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKEO CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4'. 2. BASED ON 3/8'0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.O. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4', A MINIMUM EDGE DISTANCE OF 4', AND A MINIMUM END DISTANCE OF 4'. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM 0476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16f1 LOAD PER JAMB = 30psf x 16fV2 - 240lb/11 5. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0* MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Ur. Carrollton, TX 7SO07 Ft. PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE' 2500 PSI CONCRETE "oTE' 4000 PSI CONCRETE NOTE i 2000 PSI GROUT FILLED CMU"ore 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 Soo 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 No. M737 0 STATE OF • 4V 1. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.O. WASHER INTO NORMAL WEIGHT UNCRACKEO CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3'. 2. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2' AND A MINIMUM EDGE DISTANCE OF 4'. ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH - 1611 LOAD PER JAMB = 30psf X 1611/2 = 2401b/ft 5. CHART IS BASED ON 6'-6' MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >-0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. ADOroved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE S6308/1`2203 Revision P16 9td I OZ917Z£ 1N3w3lddnS N0003NN00 ev4vr A38 ON 14Vd DNMA" 3WVN SNOISIA38 IUJ)QJHJI Z 30 t 13315 Z S NMVLIO ' Sel OM JO ALOVdVD 31VO OV 1 NDIM Nnmxv" 13M T-wm u3eN3N 1MOddnS Nnw 3Ht OL•n .ZC/6-t JO NOUVUt3N3d nnw1NIN v 3AVH llvNS SM383S Dvl SM314SVM 0'0 .•/t-t HLVA SM38DS DVI VIO .e/C (v) L/t-t .z/t-t tl3ennl 13x0Vu6 3NId NN3H1nOS xJOI tl30v3H j CY 9•L nnmNim Sel OOVZ JO AIOVdY3 OvOI N9530 nnNIxvn '•HM v JO 33NVISIO 3003 nnwlNlw V ONV ,v/C-Z JO H1d30 1N rwsr'3 wnnININ V ONV kl3NSVM ,v/t-t V WVA NOHONV M3WS ON N3111 NOSdw6 .9/C ()— r- 13)OVae 3NId NN3H1nOSXMIH3OV3H1.1 CY On wnwlNln Sel SOOZ JO A11OVdV3 OVOI N0630 nnNlxvn IMM T'117I3O v/C-Z JO 3ONv1S10 3003 wnwlMw V ONV ,v/C-L JO HLd30 1N3N038n3 wnrONIN V ONV 93NSVM ,•/t t V WVA uOWNV M3WS OH N31LL NOS011S ,9/C (Z) r .v/C-Z 13x0Vue x0ol u30v3H D MIOVA bWO xvn .9 dAL nrO 0311u 1now ONV 313uDNOD Ol 1N3w3tOV11V u0J 9•L irtu0 DNO"SOnOOOM31VtttSenSD 01 1N3MOVILY wnnlxrN 0013H HOOO NOJ Womm 30vuD lvvntontuS vq wnwlMw v nuHL t S31n03NJS Wd Sb3N31SVJ r Xvn .9v;l SM31SAS DNQUOJN13U 1SOd W311u3A VOJ 03SM34 - C ONV 'Z 't SIIv130 33S T S1Nt30 N003MASNOO OVOIONM A WUV31/913A NOJ AINO 030MOOd Ir35 S.1133NON3 WN06S3XMd COZZJ/90C96 3d It 1CilS 3d U tom Rt 'NO111OtlW3 tl0 3tVOWVJ I11C34MRINWr 00.90- MSS:60 OZ•ZO'S LOZ :a3ed 3•d'samS'3 uyor Aq pau61s Alleii6id 1136nnl IIIII11ll i3NIdNt13H1M5 CY 9 L WONINIn 1tlN0 s S///,, w.. 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The Original. J, a a 0 O April 28. 2015 Subject: ASTM A653-00 To Whom It May Concern: Ovitrhead Door Corporation 2501 S. State Hwy 121. Suite 200 Lmnsville, TX 75067 Phone 469 S49 7100 fax 4695497281 ww overheaddoorcom This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 J%111111811 No. 77W 1 STATE OF ' • :/ All At E 1,; ; Overhear! oof CorpprBtiQnASubsidiaryofSoewaHoWingsCarporatbn •. Na t n TUDCU 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer (972) 492-9500 June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. too FL 09174-117 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. 2 io/lO/tt Drawings TABLE 1. Fl.09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev PS 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 Zow4, 1EA-G;xZ 3 14((0/q Fl. 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev PS 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev PS 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev PS 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 4 FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a X" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A52S G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. S (0(1O t1 FL 09174-117 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, Jo n E. Scates, P.E. ( Florida PE # 51737 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 5`h Edition (2014) FL 09174-119 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 51h Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E. Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE q 51737 No.51737 STATE OF Z•' w 0.c•.AXOa14P.O Ili;, ONi `X \ N mm 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINMUM SSB GLAZING IN MGLOED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /B.t' SCREWS INSTALLED IN 13 CA HORIZ ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON INS DRAWING, GLAZING SMALL HAVE A MAXIMUM HEIGHT 13 CA MG ANGLE OF 13.75' AND A MAXIMUM LENGTH OF 16.75' GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS 15 GA MIN NORIZTRACK 2. LONE PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/16.1-5/8' 090' MINMUM SSB GLAZING IN MOLDED FRAMES OWED WITH LAC SCREWSAI/p BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 ASOUTIERFRAMEANDSCREWEDTOGETHERWITHAMINIMUMOF 10) /8 1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SHOWN) SECTION (MATH OR WITHOUT DECORATIVE INSERTS) MEETS 18 W MIN VERT UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS ORAWINO TRACK GLAZING SMALL HAVE A MAXIMUM HEIGT OF 13,75• AMD A MAXIMUM LENGTH Of 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REOUIRDAENTS FOR WIND-BORNE 5/160-5/8' LAG DEBRIS REGIONS GLAZED SECTION REQUIRES 16 W J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED, INSTALLER SHALL FIELD INSTALL (1) l/4-14.7/B• SELF ORIWNO CRIMPTITE SCREW TO 1/4-20.9/16' TRAP( ATTACH T E J-STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEXSTILEATTHECENTERLINEWTHEDOORPERDETAILFON SHEET 2. NUT AT EACH JB JAMB BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT OECORATIVE INSERTS} GLAZING SHALL BE 1/4• MAKROLON-AR POLYCARBONATE OR EQUAL, GLAZING SMALL HAVE A MAXIMUM HEIGHT OF 15.21' AND A MAXIMUM LENGTH OF 5O.W. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WINO -BORNE OEBRIS REGIONS. SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G 1S W STIFFENED SHEET 21 16 GA J-STRUT SCREWED TO LOWER INTEGRAL RIB JAMB BRACKETS OF SECTION AND OPERATOR STILE TO BE FACTORY INSTALLED. SEEEESCHSCHELCUI.E FOR INSTALLER SMALL FIELD INSTALL (1) 1/4-14.7/67 SELFOUAMTY LOCATION, DRILLING CRMPTITE SCREW TO ATTACH THE J-STRUT TO THE AND TYPE INTEGRAL RIO AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SWEET 2. KEY LOCK OR SLIDE LOX 4. VINYL OR WOOD DOOR STOP MAILED A MAXIMUM of 6. O C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENOS OF PANELS MINIMUM REOUIRED WITH OPERATOR 7/16' 70 MEET NEGATIVE PRESSURES. SEE NOTE 3). SLOE S. KEY LOCK, SLOE LOCKS. OR OPERATOR REQUIREDRCO SHOWN FOR CLARITY 6. SECTION SMALL BE CONSTRUCTED WITH FOAMED IN PUCE SECTIONSOLOSNjPOLYURETHANEFOAMINSULATION04ENCALLYBONDEDTO30DSEES• W MINIMUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATORS ENO CAP TO HAVE A MINIMUM $.1' DEPTH. ON ODORS WITH OTHER SECTION OUANTITIES AND 7. TIME DESIGN or THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES t, 2, AND 3 SHALL BE THE RESPORSBRITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS, ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING, 6. DOOR JAMB TO BE MINIMUM 2.6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT 70 SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWEO TOGETHER WITH A MINIMUM OF (6) #&1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REOUIREMENTS FOR WINO -BORNE DEBRIS REGIONS. LOUVERED SECTION REWIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE KENTERLINE OF THE DOOR. JOIN E SCATES, PE 3121 FAIRGATE OR, CARROLLTON. IT 75007 FL PC 51737 T. PE 51L106/FZZ03 PROFESSIONAL EMGNMR'S SEAL PROMOEO ONLY FOR YERFICATION OF MOQOAO CONSTRUCRON OETAILS BAR NOTE ON SHEET U-BAR INSTALLATION GA END CAP f 16 W OPERATOR STILE FACTORY ADHERED TO CENTER OF TOP SEK 1 HQM', (5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'-0'. (3) CENTER HINGES PER JOINT REWIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12•-W. JAMB BPE.0 HEIORGHHT NO. OFSECTIONS NO. OF JAMB BRACKETS EACH JAMB)TYP TRACK LW.AIIUM Of MNIERLINE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK ALL DIMENSIONS ! 2•) 7 -0' 4 6 p JB , 13 (01). 25-1 JB , 34 JB , 45 7 -0' 4 6 FAT JB , 10 JB , 21-3 (is). Z0-3 4 JB , 42- (JB), 63-14 JB 6•- 0• 5 8 0 JB , 13• 01. 23• JB . 34' JB , 47-1 4 (01), 56• JB , 67•(Oil 75• JB 6 - 0' 5 8 FAT JB , 10 JB , 21-3 4 JB , 29-3 4 (is). 48' (JB). 57-14- EJUJI. 88- (JB), 75-1 JB 6 -0 ION LIFT OOF PITCH SEE NOTE BELOW FOLLOWING OMENSN) N DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20.9/16• TRACK BGLT AND NUT. p) FOLLOWING DIMENSION DENOTES PACK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED fTOO ATTACHTOTRACK. ALL DOORS WITH HIGH LIFT, ROOF PITCH, ANO/OR GREATER THAN 8• IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACKCHARTFORDETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX HEIIGIT UNIFORM LOAD EACH JAMB (PLF) WDOORIDTH 16'- 0• ALL 207.2 -230.4 I'-O" ALL 16LJ -20t.6 lY-0' ALL 135.4 -172.8 IW-0• ALL 129.5 -144.0 4 CHANGES TO GENERAL RMAT AND CHANGED BAR FASTENER TYPE T ENO CAPS AND OTTOM RETAINER. 4ANGE0 CENTER HINGE MICE AND ADDEO UVER OPTION 4ANGEO STRUT ENTIFICATION METHOD ION COLORED PAINT TO LOADS CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS MRS 3/ 10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 8 TO STATE TWAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/ 6/07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDED LMR TRACK DETAIL SWEET 2 CRT 4/ 17/08 PO ADDED IMPACT RESISTANT GLAZING AOOEO TEXAS LICENSE 4VMBER TO TITLE BLOCK CHANGED LOUVER NOTE NCREASEO MAX HEIGHT TO 6'- 9• ADDED HIGH JFT AND ROOF PITCH TRACK NOTE. AT 7/ 22/06 79 UPDATED TITLE BLOCK AT 8/ 26/10 110 ADDED LONG PANEL Wagne® omon STATIC PRESSURE RATINGS DESIGN (PSF); + 25.90/-28.80 APPROVED SIZES MAX ITDTH, 16'-0' ISCALE. N. T.S. DATE SIZE: A NAME TEST ( PSF); + 38,85/-43.20 MAX HEIGHT: 8'-9" DRAWN 3/8/06 CRT IMPACT/CYCLIC RATED (YES/NO)- YES MAX SECTION HEIGHT: 21' CHECKED 4/6/06 1 MRB MODELS 5120/ 6100/9100 SHEET 1 OF 2 nSION OF OVERHEAD D IVECOa PENS 9COLA. RO FLORIDA 325145W) 474- 9890 WINDLOAD SPECIFICATION OPTION CODE 0230 ORAHANG PART NO 318960 REV. P10 13 CA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLEFIXTUREATTACHEDTO "IN THE (8) PRE- PUICAPAT TOP FIXTUREPRE -PUNCHED HOLES / HOLES EACH ENO FACARDINBOTTOMOFU-BAR AND ATTACH THRU ENT VAIN (2) 1/4-14v3/6' EACH ENO WITH S(2) 1 8CRIMPTITESCREWSSELFDRILLINGCRIMPTIWSFORSTANDARDTRACK)°1/ 4-14v7/8' SELF ORCWMPTITE SCREWSFOHEADROOMTRACK (2 ?ARE USED TO ATTACHOP DETAIL A BRACKET AS SHOWN). LOW HEADROOM TRACK DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE - PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITN VAIN ( 2) 1/4-14v3/8' CRIMPTITE SCREWS. THE (8) PRE-PUNCHEO HOLES EACH ENO USE MEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERS CAP AT EACH ENO 'ITN (2) 1/4-14 7/8' SELF DRILLING CRIMPTITE SCREWS 13 GA HINGE ATTACHED EXCEPT U-BAR PLACED OVER TOP RIB ON 1N VAIN (4) 1/4-14v5/8' CRIMPTITE SCREWS (2 OF BOTTOM SECTION SMALL ONLY BE ATTACHED THRU ENO CAP AT EACH WHICH ARE FACTORY END MIN (1) 1/4-14v7/8' SELF DRILLING ATTACHED) CRIMPTITE SCREW 9 THE UCATEDBOTTOMFLANGEOFTHENOTEDUE TO CLEARANCES REWIRED TO 2' NYLON STORMGARO INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH o' U-BARS. ALL U-BARS SHALL BE MI/2' STEM INSTALLED ON SECTIONS PRIOR DETAIL B INSTALLING. ROLLER SLIDES AND AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 18 CA HINGE ATTACHED PLACE U-BAR OVER WITH (6) 1/4-20+5/8' INTEGRAL RIB AND ATTACH CRIMPTITE SCREWS ( 2 OF WITH CWHPYI2IEI/SCREWS3'IHRU WHICH AREFACTORYATTACHED. 3 OF WHICH PRE -PUNCHED MOLES AT HOE MSTINTOEACHINTERMEDIATEHINGETOPAND, 1 OF LOCATION (I THRU FLANGE WIHICN IS FIELD INSTALLED OF U-BAR AND BOTTOM THRU PRE - PUNCHED HOLE MINCE LEAF AND 1 THRU IN U- BAR) WEB OF U-BAR AND DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED WITH ° 3) 1/ 4-14v5 6' CE U-BAR OVER INTEGRAL RIB MIN CRIMPTITE NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH TNRU ENO CAP AT EACH ENO WITH (1) 1/4-1401W SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE. SHOWN AND USE (1) 1/4-14X7/8' SELF BOTTOM BRACKET MUST BE DRILLING CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM .• BOTTOM OF THE BOTTOM U-8AR AT U-8AR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/ 4-14v7/8' SELF TAI MINCE LOCATION. USE (1) 1/4-20v5/8' bbRILUNC CRINPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED, HOLE LOCATIONS DETAIL THIS SWEET. 08v3/4' MIN STAINLESS SCREWS MIN STAINLESS BACKED RUBBER WASHERS i •' 3-1/2' O.C. MAXI USED ONLY ON IMPACT GLAZED SECTION - 11 CA REINFORCEMENT , BRACKET ATTACHED WITH (4) 1/4-107/8' SELF BRIlUNG O ' CRIMPTITE SCREWS ( 2 8 THROUGH BOTHBRACKETAND U-BAR) ' DETAIL G 1 1/ 4-140/B' SELF ORILLING CRIMPTITE SCREW AT CENTER LANE OF DOOR THRU J-STRUT 49 OPERATOR BRACKET. NOTEJ-STRUT & SCREW ONLY REOUREO ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET I ATTACH BOTTOM BRACKET TO BOTTOM U- BAR WITH (2) 0 1/4-14v71W SELF DRILLING //j CRINPIITE SCREWS I IMPACT BOTTOM BRACKET 3) SECTION DOORS VAIN (6) 3% 16 GA. SO KS U- BARS LOCATED OVER INTEGRAL RIBS AS SHOWN - 4) SECTION DOORS MTN (3) 3% 18 GA. 60 KSI U- BARS LOCATED OVER INTEGRAL RIBS AS 9H0M, DETAIL F U- BAR ATTACHMENT NOTES 1. ALL U- BARS SMALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED TKRU PRE - PUNCHED MOLES WITH (2) 1/4-1413/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-140/ 8' SELF DRILLING CRIMPTITE SCREWS AT EACH ENO CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND 0 INS SHEET), (2) 1 4-14 5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY BENEEN ENO OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-14v5/8' GRIMPTITE SCREW APPROXIMATELY 6' FROM EACH ENO. FOR DOOR WIDTHS GREATER THAN 12'-0', THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION 94ALL HAVE A TOTAL OF (IS) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-OARS ON BOTTOM SECTION DECORATIVE SMALL HAVE A TOTAL OF (14) SCREWS EACH 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER Ile POIYCARBONAIE fSLIDESAND THEPRE6' BEAD GEU1LTRACLAZESSG4000ACI 6) -PUNCHED MOLES IN THE BOTTOM OF EACH ENO USED FOR THE ATTACHMENT OF THE TOP FIXTURE f AND, UNLESS NOTEDOTHERWISEONTHISSPECIFICATIONSTRUCTURALI-- DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE SEALANT OR I ATTACHED TO THE DOOR WITH 1/4-14v5/6' CRINPTITE SCREWS. EQUIVALENT 3. 18 0A U-BARS SHALL BE STAMPED '48' APPROXIMATELY 6' FROM EACH END. FACER STEEL 11 STATIC PRESSURE RATINGS APPROVED SIZES S( DESIGN (PSF). +25. 90/-28.80 MAX WIDTH: 16'-0' Xy1N E ATIE PE WON -STRUCTURAL TEST (PSF): +38. 85/-43.20 MAX HEIGHT: 8'-9' OF Calton IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21' CF R 3TV OR, CARROLLTON.R01pN, n75007DECORATIVEINNERWINDOW TRIM MODELS 5120/6100/9100 FL PC 31737 TX PC 363W/r2203 DIVISION OF OVERHEAD DOOR FOR PROVE FESYa•L ENpNEER'3 sE•t ONLY FOR DETAIL E 3395 ADDISON DRIVE TRUCtCD vCIIslcAnoN a wwLowcoNSTlucnoNo(r•ns PENSACOLA32514 WINDLOAD SPECIFICATION OPTION CODE 0230 FLORIDA REVISIONS CHANGES TOGENERAL MAT AND CHANGED AR FASTENER TYPE CENTER HINGE 1N0 ADDEO OPTION. STRUT ATION METHOD LOREO PAINT TO ESIGN PRESSURE LOADS N SUPPORTING TRUCTURE AND LARIFIEO NUMBER OF LISTENERS AND CENTER NGES REQUIRED FOR ARROWER DOOR WIDTHS, RB 3/10/06 5 ADDED IMPACT 95TANCE TO DOOR. MEO MODEL 6100. ODIFlEO NOTE 8 TO rATE THAI LOUVERS RE NOT IMPACT SISTANT• RT 6/6/ 07 BRACKET SCHEDULE FOR FAT OPTION. ADDED LHR TRACK DETAIL SWEET 2. CRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK C14ANGEO LOUVER NOTE. INCREASED MAX HEICHT TO 8•-9'. ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/ 22/08 P9 UPDATED TITLE BLOCK GRT 6/26/10 PIO ADDED LONG PANEL N.T.S. I SIZE: A DATE NAME J 3/ 8/06 CRT EO 4/6/06 1 NR8 SHEET 2 OF 2 DRAWING PART NO. REV. 318960 1 P10 PLICE PLATE LOCATION SEE SCHEDULE 14" MAX I 12" MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOIN C. SCARS, PC 3121 FAIRCATE OR CARROLLTON. IX 75007 fL PC $1737 TX PC 343O6/F22O3 PROFESSIONAL ENCI SEWS SEAL PROVIDED ONLY FOR VERIFICATION DF WNDLOAD CONSTRUCTION DETAILS. CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIP CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RI VI TS 11 GA MIN CLIP SEE SCHEDULE- RSW 28 13 GA MIN CONTINUOUS WALL ANGLE 4CK 1/4"-20 TRACK CARRIAGE BOLT H 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK c ) OR CARRIAGE BOLT 1) 1/4"-20 TRACK WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 0 1 1) 1 /4"- 20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX D1DOORMAXPS 9'- 0" 46.0 PSF -52.0 PSF 18'- 0" 46.0 PSF/-52.0 PSF 16'- 0" 46.0 PSF/-52.0 PSF Ma yne® Mtn TRACK SUPPLEMENT CHART 3395 ADDISON DRIVE PEN( 50) A47 FLORIDA89032514ALL ANGLE 12 FOOT PDATED J 6/11/03 3 UPDATED FORMAT. CREASED ALLOWABLE tESSURES TO 46. 00/-52 00 PSF FOR LL DOOR WIDTHS 4ANCED ' TEXAS WALL 1CLE- TO -CONTINUOUS ALL ANGLE•. ADDED JBSTRATE MOUNTING TAIL, CHANGED TO TEN ND ANCHORS tT 4/2/07 i TRACK CUP HEOuLE. T 8/21/07 UPDATED MODELS TED IN CNARTS DATED SPLICE k CUP HEOULES P 9/06/07 UPDATE MOUNTING TAIL DRAWINGS. T 10/05/0, UPDATED CHARTS TO MINATE THE USE OF E 08 CUP (REPLACED M 09 ACROSS THE ARD). P 10/24/07 UPDATED STEEL UNTINC DETAIL B 04/11/08 EXPANDED 1-1/2- TO 3/ 8' DOOR TIDC(NESS ART UP TO 14• HICH. T 12/11/00 UPDATED TITLE xx T 6/2/10 DATE SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" t1" EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 N O 2 MIN 3/16" THICK STEEL FOR MOUN WALL ANGLE E60XX MIN 1 8 2-2- 1/8 V 2-24 SPF (G=0.42) OR _ TRACK CLI BETTER AT EACH 1/4-20x9/16" HOLE OR PAIR OF TRACK BOLT ANDHOLELOCATIONS 1/4-20 HEX NUT f.,./ MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL WITH MIN. (1) 1/4-20x7/8" SELFTI... DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING G Q CONCRETE MOUNTING DETAIL JOHN E. SCAIES. PE 3121 FAIRCATE OR CARROLLTON. IX 750D7 R PE 51737 TX PE 56306/12203 PROFE59ONAL ENCOEER'S SEAL PRONDEO ONLY FOR VERIFICATION OF WNOLOAD CONSTRUCTION DETAILS. 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP SPLICECLIPANDASCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2' THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE # 7'-0' 7, 9. 9, 9, 9, 11 16 8'- 0' 7, 9. 9, 9, 9, 11, 11 16 9'-0' 7. 9. 9. 9. 9. 11. 11, 11 18 10'- 0' 7. 9, 9, 9, 9, 11, 11, 11. 13 18 11'-0" 7. 9. 9, 9, 9, 11. 11, 11, 13, 13 20 12'-0" 7, 9, 9, 9. 9, 11. 11. 11. 13. 13. 13 20 13'-0" 7. 9. 9. 9. 9. 11. 11, 11. 13, 13, 13, 13 22 14'- 0" 7, 9, 9, 9, 9, 11, 11, 11. 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE # 7'-0' S, 6. 6, 7, 7, 9 12 8'-0' S, 6, 6, 7, 7, 9, 9 12 9'-0' S, 6. 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0' S. 6. 6, 7, 7, 9, 9. 9, 11. 11 16 12'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11. 11 16 13'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11. 11. 11. 13 18 14'-0" 1 5, 6, 6, 7, 7, 9, 9, 9, 11, 11. 11, 13, 13 18 MODELS 6100 8300 8700 (1-3/8" TO 1-5/8" THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE 7'-0' 4, 4, 4, 4, 5, 6 8 8'-0' 4, 4, 4, 4, 5, 6, 6 8 9'-0- 4, 4, 4, 4, 5, 6, 6, 7 g 10'-0' 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9 10 12'-0' 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13'-0" 4, 4, 4, 4, 5, 6, 6. 7, 7, 9, 9, 9 12 14' - 0' 1 4. 4, 4, 4. 5, 6. 6, 7, 7, 9, 9, 9. 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE 7'-0' 4, 4, 4, 4, 4, 4 6 8'-0' 4, 4, 4, 4, 4, 4, 4 6 9'-0' 4, 4. 4, 4, 4, 4, 4, 4 6 10'-0" 4, 4, 4, 4, 4, 4, 4. 4, 4 6 REVISIONS 2 2 INCH TACK -CUPS -TEXAS ALL ANGLE 12 FOOT PDATED PS 6/11/03 3 UPDATED FORMAT. CREASED ALLOWABLE 1ESSURES TO 46.00/-52 00 PSF FOR L DOOR WIDTHS. 1ANCED 'TEXAS WALL 4CLE' TO 'CONTINUOUS ALL ANGLE*. ADDED 1BSTRATE MOUNTING TAIL. CHANGED TO TEN HD ANCHORS tT °/2/O7 IDED MODELS 9800 iD BOzl WITH OVERLAY TRACK CUP HEDULE. T 8/21/07 UPDATED MODELS TED IN CHARTS. DATED SPICE k CUP HEOULES. P 9/06/07 UPDATE MOUNTING TAIL DRAWINGS. T 10/05/07 UPDATED CHARTS TO MINATE THE USE OF E 03 CUP (REPLACED M J9 ACROSS THE ARD). ID/24/07 UPDATED STEEL UNTINC DETAIL B 04/11/08 EXPANDED 1-1/2- TO 3/8' DOOR THICKNESS ART UP 10 14' HIGH. T 12/11/OB I ADDED MODEL 5700. DATED TITLE BLOCK T 6/2/10 Wa! DATE NAME tOn DRAWN 8/21/07 CRT CHECKED 8/21/07 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PENSACOLA. 850) 4 4 FLORIDA 890 32514 DRAWING PART NO. 307494 REV. 1 Pl o TRACKSUPPLEMENTCHART Florida Building Code Online Page 1 of 2 FLOP Business & c1p Professional Regulation N rr r1lJtR10 Depampi)d SCIS dome i Lop In ? User Registration Mot Topics: Submit Surcharge Stats a Facts Publication ! FBC Stall E SCIS Site Map Links Search i Busines product ApprovalProfessiVnalUSER: PuNic User Regulation Product Approval Menu > Propuet er ApallcatWn SearM Application List > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archlved D Product Manufacturer Silverline Building Products Corp. Address/Phone/Emall One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 Jonberrlan@slbp.com Authorized Signature Jon 8errlan Jonberrlan@slbp.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency Window and Door Manufacturers Association Validated By Window and Door Manufacturers Association Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/i.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 02/16/2016 Date Validated Summary of Products FL tF i Model, Number or Name Description Year 2011 2008 http://wti,xv.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDgtvA%2bxmzkl ... 2/ 19/2016 Florida Building Code Online Page 2 of. 2 Series 2900/4900 Single Hung I Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL19715 RO C CAC 2-4-16 CCL-•_ist.pdf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Others See Installation Instructions, SWD002, and Product FL1971S RO II SWD002 SS 2016.02-03.odf Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.r)d Created by Independent Third Party: Yes Back Next Contact tJs :: 1940 North Monroe Street. Teltahassee R. 32399 Phone: e50.4a7-1824 The State or Florida IS an AA/EEO employer. Caovrioht 2007-2013 State of Meda.:! Privacy Statement :: Accessibility Satem-nt :: Rotund Statement Under R adda taw, email addresses ate public records. It you do not want your e-mail address neleased In response to a publk-records request, do not send ektaronk mail to this entity. Instead, contact the offlce by Phone or by traditional mall. It you have any questions, please contact 850.487.1395. -Pursuant to Section 4SS.27S(1), Florida Statutes, etrective October 1, 2012, licensees licensed under Chapter 455, R.S. must provide the oe;4rtment with an email address N they have one. The ema0s provided may be used for official communication with the licensee. However email addresses are public record. V you do not wish to supply a personal address, please provide the Oepertment with an email address which can be made available to the pudic. To determine If you are a Ikensee under Chapter 45S, F.S., please dkk Ilse. P{ro du ct Approval Accepts: 1'N.M.®0 Creel1. http://www.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwLDgtvA%2bxmzk l ... 2/ 19/2016 INSTALLATION NOTES: 1. ONE III INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF Ll/2 INCH I14E DEPICTED LOCATION G SPACING IN THE ANCHOR LAYOUT DETAILS I.E, WITHOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQIIIRFO AT EACH INSTALIATION ANCHOR WITH LOAD BEARING SHIMIS). MAXIMUM ALLOWASIE SHIM STACK TO BE 3/8INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREAIEA OCCURS. SHIM(S) SMALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FIN INSTALLATION: FOIL INSTALLATION INTO WOOD FRAMING USE 98 WOOD SCREWS OR 11 GAUGE ROOFING MAIL$ OR 10d COMMON MAILS OF SUFFICJLNI LENGTH TO ACHIEVE 1-1/2 INCH MINIMUM EMBEDMENT INTO W000 SUBSTRATE. INSTALLATION SMALL MAINTAIN MIN. 3/6' EDGE DISTANCE. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES. 1. THE PRODUCT SHOWN HEREIN D DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA 6UILDNIG CODE (FOOL EXCLUDING HVMZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WOMA/CSA 101A3.VA440-%Ai 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 46 2• SELF -TIPPING SOL OF SUFFICENT (ENGi H TO ACHIEVE A WHIMUM OF 3 IIF RAOSNEFRA .6". D METAI WALL INSTALLATION SHALLMAINTAIN MIN. 3/ 8' EDGE DISTANCE 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 810 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE I -In It." MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH 1X BUCI TO CONCRETE/MASONRY. OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/161NCH DIAMETER ITN TAIKONS OF SUFFICIENT LENGTH TO ACHIEVE L•1/41NCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN. 13/4" EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 810 SELFTAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM F 3 IMILEADS ENEIRAIION BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING RUT NOT LIMITED TO STUCCO, FOAM. BRICK VENEER, AND SIDING. 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, ZX FRAMING• AND METAL FRAMING AS A MAIN WINO FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. LX AND ZX BUCKS I WIZEN USCG) SHALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HERON ARE GENERIC AND MAY NOT REFLECT ACTUAL CONOITIONS FOR A SPECIFIC SITE. IF SITE CONOTIIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZ AREAS. IN HVIQ AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MIAMFOADE RER OR AM), S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK DO NOT INSTALL 7, IN ACCORDANCE WITH THE STH EDITION FOCI, WOOD INSTALLATION ANCHORSINTOMORTARJOINTS. EDGE DISTANCE IS MEASURED COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED FROM FREEEDGEOFOLOCKOREDGEOFMORTARJOINTINTOFACESHELLOFORSHALLBEOFADURABLESPECIESASDEFINEDINBLOCKCHAPTER23. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR 6• GLASS MEETS THE REQUIREMENTS OF ASTM E l300 MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. USED INSUBSTRATESWITHSTRENGTHSLESSTHANTHEMINIMUMSTRENGTHSPECIFIEDBY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD• MINIMUM SPECIFIC GRAVITY OF O.SS. B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROUT- RLLEDCMU- UNIT STRENGTH CONFORMS TO ASTM CAO WITH MINIMUM COMPRFS. SIVE STRENGTH OF Z000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSI. 0. HOLLOW BLOCK CAW - UNIT STRENGTH CONFORMS TO ASTM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 20D0 PSI. E. STEEL- MINIMUM YIELD STRENGTH OF 33 KS1. MINIMUM WALL THICKNESS OF 47. 6 MIL (0.0476' or 16 GAUGE). MIN. LIZ" EDGE DISTANCE. F. ALUMINUM • MINIMUM ALLOY 6063•TS. MINIMUM WALL THICKNESS OF 1/16'. MIN. 1/2' EDGE DISTANCE TAKE OF CONTENTS SHEET REVISION IP SHEET DESCRTIONICNSTALL. ATION A GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL 6 HORIZONTAL SECTIONS (NAIL FIN) 5 VERTICAL 6 HORIZONTAL SECTIONS (THROUGH FRAME) 6 HORIZONTAL SECTIONS, BUCK INSTALLATION, 6 GLAZENG DETAR MAX OVERALL SIZE DESIGN PRESSURE PRESSURE MISSILE IMPACT RATING WIDTH EIHEIGHT36' 84' 0/X 33 / -35 PSF NON IMPACT 36' 66' O/X 50 / -50 PSF NON IMPACT 38' 74' CIA 50 / -50 PSF NON IMPACT 30' 77- O/X 35 / 45 PSF I NON IMPACT 44' 62' O/X. 50 / -50 PSF NON IMPACT 40' 72' O/X 35 / -35 PSF NON IMPACT 46' 84' O/X 20 / •20 PSF NON IMPACT 52' 1. O/X 25/.25 PSF NON IMPACT 36' 03. 75, 0/X (ORIEL.) 35 / -35 PSF NON IMPACT 46' O/ X (ORIEL) 20 / .20 PSF NON IMPACT 72" 62' O/XO/X 35 / •35 PSF NON IMPACT 72' 04• O/XO/X 35 / -35 PSF NON IMPACT 76. 62' O/X•O/X 50 / .50 PSF NON IMPACT 76' 72, O/XO/X 50 / AO PSF NON EMPACT 76' 7T O/XO/X 25 / •Z5 PSF NON IMPACT 80' 74' O/XO/X 35 / .35 /SF NON IMPACT 96' 74' O/XO/X 30 / .30 PSF NON EMPACT I06' 62' O/X-O/XO/X 50 / -50 PSF NON IMPACT 108' 72" O/X-O/X-O/X 50 / •5D PSF NON ENACT 108' 64' O/XO/XO/X 25 / -25 PSF NON IMPACT Silverline hrAndersen r4l IAe4w' eoou 0FE SIL. VMI E RA.•YE M=TN ww4 *Ux wa«o: FA M USN00 LF Z O Z w W Digitally signed by Hermes F Norero, P.E. 5 W D OO I Reason: I am approving this document FL##: FL19715 Date: 2016. 02.03 09:40.44 -05'00' SHEET 1 OF 6 MAX. FRAME MAX. FRAME Silver Line WIDTH 48' WIDTH 48' - 6Y'Atldersw F,lB E 5 vweevra•saeea ONF Saa'E>Kn4 pIR'E NOeIN eOp6W7[If, w eeroe N ()Rl a7y10Do F F PR F4 5CC 1 1 $ UfFOM MAX. FRAME MAX FRAME HEIGHT 96' HEIGHT 96' m QUALIFIED CONFIGURATIONS W o x ARCN TOP CONFIGURATIONS FOR ALL 29014901 lL " < W p XPRATINGS, SINGLE UNIT CONFIGURATIONS ,x Lu C K d F wI— Q A O A O 4 IrT22s 1 s > m ELEVATION ELEVATION %zSINGLEHUNGWINDOW ` SINGLE HUNG ORIEL WINDOW O 1-4 0 H d MAX. FRAME MAX. FRAME > EYi WIDTH 96' WIDTH 108' w t"U S QUALIFIED CONFIGURATIONS s ARfil TOP CONFIGURATIONS fOR AlL 2902 902 RATINGS, TWIN UNIT CONFIGURATIONS f p O p F Z 0 : is ?lS?, MAX. FRAME 7 7 _ O • n • HEIGHT 74' MAX FRAMELri7i .X. .X. .X. ' • •• FF+`` HE16HT 04' i, H •• * P>..." A to m ca A o`er Z Yg vZ 5 URF c$ cj " ELEVATION ELEVATION Dws `#:. TWIN ANGLE HUNG WINDOW TRIPLE SINGLE HUNG WINDOW 5 1/1 / D 00 2 SHEET: 2 of 6 2" MAX J 11' MAX. FROM 7I O.C. CORNERS 11' MAX. O.C. 2' MAX FROM CORNERS 1 NOT( W.W% ITS AT W l0PSI SMALL FE A.DtlC©YAX 6.0L ATKA*.lAMB. AND SILL ANCHOR LAYOUT NAIL AN - SINGLE HUNG WINDOW 2' MAX. 41/2' MAX. CORNS S — r r— O.C. 41/2" 1 O.0 2' MAX. FROM CORNERS 1 1 L 4 1/2" MAX. O.C. ANCHOR LAYOUT NAIL FIN - TWIN SINGLE HUNG WINDOW 1' MAX. FROM ^— 6' MAX. CORNERS r — I O.C. 100:0110-0-0 1' MAX. I 1 6- MAX. FROM O.C. CORNERS ANCHOR LAYOUT NAIL FIN -TRIPLE SINGLE HUNG WINDOW 6' MAX. CORNFROM r r f— 20OM AX. 6' MAX. r 12' MAX 6' MAX. RomFROMr 12 3 MAX. CORNERS O.C. CORNERS O.C.O. 20" MAX 04 L 6' MAX FROM CORNERST I ANCHOR LAYOUT THROUGH FRAME - SINGLE HUNG WINDOW 16 11 6' M FROM CORNERS 16 1/2' MAX O.C. T ANCHOR STRAP VMAX FROM J ANCHOR STRAPP/N SHEETS-2 CORNERS P/N 50-2"5-2SEESHEETSFORDETAILS SEE SHEET 3 FOR DETAILS ANCHOR LAYOUT ANCHOR LAYOUT THROUGH FRAME - TWIN SINGLE HUNG WINDOW THROUGH FRAME - TRIPLE SINGLE HUNG WINDOW S(IberUnO yA 1cleF5sai r1l eeert •oeoes a.E SuVEa1>{ oReE IO2THw05ATc wo"m F1c (TS7)47SN00 Q p L M Tt N u, joc S Zw Imaim `' F-ILij N Wat a 0+ m I Z 0 Z H W w 47 4K T m VcI m V1 J InNYKVZOV ` c N6 #: SW0002 aEET: 3 OF 6 CONCRETE/MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 2X WOOD BUCK BY OTHERS ZX WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS 08 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER SEALANT O.A. BY OTHERS UNIT HEIGHT EXTERIOR SEE GLAZING DETAIL, SHEET 6 1 1/2' MIN. EMBEDMENT 4 3/8' MIN. EDGE DIST. L 1/4' MAX. SHIM SPACE SASH REINFORCIN INTERIOR SEE SHEET 6 FOR REQUIREMENT SEE GLAZZN DETAIL SHEET INTERIOR g VERTICAL SECTION 4 NEAD - ZX W000 BUCK NAIL FIN SEE GLAZINS DETAIL, SHEET 6 EXTERIOR INTERIOR O.A. UNIT HEIGHT PERIMETER / SEALANT BY OTHERS I/4' MAX SHIM SPACE EXTERIOR FINISH BY OTHERS 498 WOOD SCREW INSTALLATION ANCHOR 3/8" MIN, EDGE DIST. ZX WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS p• • a' .• a! CAULK BETWEEN CONCRETE/MASONRY BY OTHERS CONCRETE/ MASONRY 6 2X I I/2' MIN. WOOD BUCK BY OTHERS EMBEDMENT q VERTICAL SECTION q SILL - ZX WOOD BUCK NAIL FIN 1/4" MAX MIN. 3/9' EDGE DISTANCE SHIM SPACE S MIN.3 THREADS 6 PENETRATION BEYOND 6 METAL STRUCTURE er8 6R. 5 SELF-TAPP246 SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS, 5EE SHEET I INSTALLATION NOTE 14 EXTERIOR FINISH BY OTHERS EXTERIOR PERIMETER SEALANT BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION 4 JAMB - METAL STUD NAIL FIN SilverUne tp,Ander5en wueews•eooes ua SUVOLD4 CAM seemewwwna,wc4 m PH.CM1.11Nm zS vzir av Zm< 1a W jH W coazm U 0 to Z 6-400 1-4 cf W w JY G 40 . c• -j cy 3 _ "z O V& m SWD002 EET: 4 OF 6 110 WOOD SCREW, INSTALLATION ANCHOR CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/MASONRY BY OTHERS .' r.':.'.'.'.'.' PERIMETER SEALANT J _ BY OTHERSI 1 O.A. EXTERIOR J UNIT HEIGHTSEE r NG J DETAIL SHEET 6 3/4" MIN. EDGE DISTANCE ZX WOOD BVCK/STUD BY OTHERS SEE SHEET 6 FOR t/4• MAX CONNECTION DETAILS SHIM SPACE a ' SASH REINFORCING SEE SHEET 6 FOR REQUIREMENTS SEE GLAZING 11/2• MIN, DETAIL SHEET 6 EMBEDMENT INTERIOR 1/4• MAX. SHIM SPACE INTERIOR T) VERTICAL SECTION 5 HGD - IX WOOD BUCK THROUGH FRAME SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR ANCHOR STRAP, AT TWIN A TRIPLE CONFIG. ONLY. SEE O.A. / PLAN VIEW -ANCHOR STRAP UNIT/ \1 RI/GHT FOR INSTALL. R Q T HEIGHT 1 1/4" MAX PERIMETEBY OTHERS I SEALANT SHIM SPA EXTERIOR FINISH ` .. f BY OTHERS 1 MIN. EMBEDMENT PRECAST SILL ; •—i w n BY OTHERS ' 3/16• ITW TAPCON a e '• INSTALLATION ANCHOR a EDGE DISTANCE p VERTICAL SECTION 5 SILL • CONCRETEJMASONRY THROUGH FRAME MIN.3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN.1/2• EDGE DISTANCE 10 SR. 5 SELF-TAWEN6 SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS, SEE SHEET 1 INSTALLATION NOTE14 EXTERIOR PERIMETER SEALANT BY OTHERS 0 A. UNIT WIDTH HORIZONTAL SECTION 5 IAMB - METAL TUBE/STUD OR APPROVED MULLION THROUGHFRAME 5) #14 PANCAKE HEAD SCREWS FROM STRAP TO FRAME. HOLES PROVIDED TO ACCOMODATE #14 DIA. 4.0000—r-4.0000 2.0000 1 2.0000- 0.0620 0.5000(2) th 2) 6.0000INSTAILITIONANCHORS FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR STRAP (P/N 50•Z995-2) OPENING. SEE ANCHOR REQUIREMENTS BELOW, ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY. USE (4) 3/16• ITW TAPCON5 PEA STRAP, MIN. 1-1/4' EMBEDMENT, MIN. 1-3/4• EDGE DISTANCE. B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS. GA. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN. 3/4• EDGE DISTANCE. C. FOR INSTALLATION TO WOOD. USE (4) #10 WOOD SCREWS PER STRAP. MIN. 1- 1/2• EMBEDMENT, MM I- EDGE DISTANCE SitverLine Andersen w. r.w.•r•.0 mxvm uuwsw[a.w aHaa rMi mA 7s1m0 n 83 o3 vino I gg ir o yNuj air Mm< ol w y J v m LL-'t j u t5 y p dam I 0 vI Z 1- 4 O H o O H 0 NG #: SW0002 4EET: 5 OF 6 Silverline NOTE: bnAndersen ALLGLAZING, CONFIGURATIONS 514ALL COMPLY g7llWITHSAFETYGLAZINGREQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE. INTERIOR r mw utimm Wa I 5/8' O.A. I6.6LA55 +, Z^ M WW zo tl9pp VI F- EXTERIOR INTERIOR EXTERIOR // INTERIOR Z wit c mu `.G W MIN. GLASS 5MALL' FRAME 'LARGE' FRAME 1 BITE 1/2' 3 m c REINFORCIr16 EXTERIOR REINFORCINs tii vl B m SEE BELOW FOR REINF. SEE BELOW FOR REINF. 1/8' SETTING BLOCK / + Z d m°, REQUIREMENTS REQUIREMENTS. G VERTICAL SECTION HORIZONTAL SECTION 6 MEETING STILE 6 INTERMEDIATE FRAME MUWON GLAZING DETAIL 1 c m to O ZI• ALUMINUM SASH REINFORCING NOTE: H O 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE V IS REQUIRED FOR THE FOLLOWING SZE/RATINGS: 46 X 72, (O/X), DESI6N PRESSURE •/- 35 PSF ADJUSTED MAINTAIN MIN. CENTER CENTER H SPACIIJ6 BETWEEN ANCHORS SUCH THAT MAX. O.C. 36 X 84, (0/X), DE516N PRESSURE •/- 35 PSF ul 38 X 74, (O/)(), DESIGN PRESSURE •/- SO PSF SPACING SPECIFIED IS NOT EXCEEDED. W o 38 X 77, (O/X), DESIGN PRESSURE •/• 35 PSF 2. BUCK MAY BE (LUSH WITH FACE OF THE BLOCK 72 X 84, (O/X-0/X), DESIGN PRESSURE •/• 35 PSF 76 X 72. (0/X-O/X), DESIGN PRESSURE • /- 50 P5F I08 X 62, (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF U4' ITW IOB X 72. (O/X•O/X-O/X). DESIGN PRE55URE •/-50 PSF 4- ROM CORNERSOM ANCHOR 16' MAX O.C. THEREAFTER 2X WOOD BUCK Of SUFFICIENT Z DEPTH TO FULLY SUPPORT WINDOW FRAME. STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING BY OTHERS ......... z 4 IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: EMBEMBE MIN. _ O A i • fig DMENT 11/2' MIN. EDGE r3 76 X 62, (0/X-O/X), DES16N PRESSURE •/• 35 PSF 015TANCE F J 2' MIN. EDGE `\\ DISTANCE ` CONCRETE/ MASONRY i STEEL INTERMEDIATE FRAME 'SMALL' REINFORCING BY OTHERS IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: BUCK INSTALLATION DETAIL ^ " F v Z 76 X 62, (O/X-O/X), DESIGN PRE55URE -/• 35 PSF c $ a h DWG #: SWD002 SHEET: 6 OF 6 WINDOW & DOORMMANUFACTURERSAS=ATION Hallmark® Certificate of AMS, INC. NOWDMA Conformance and License CCL ) 4t AdminiS stem,nngecuent Sysrrnu. Inc.t Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/l.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-10947 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psi; Water Test Press 220Pa 4.59psf) 440•H-025.36 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG35: Size tested 914mm 2127mm B9241.01-109-47 7/17/2012 318/2017 914x2127mm (36x84in}H 440-H-025.38 2900/4900 70 Series ASTM E-1996-05! Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665.2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440•H-025.39 2900/4900 70 Series 101/I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/312017 1219x1676 mm (48x66 in)-H 440-H-025.40 2900/4900 70 Series 101/I.S.21A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3l2017 914x1930 mm (3606 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440•H-025.42 2901/4901 101/I.S.2/A440-08 Class LC-PG25: Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psQ; Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psf) 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965xl676mm' (38x66in')-Type H; Positive Design Pressure DP) = 2400Pa (50psf); Negative Design Pressure DP) = 2400Pa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf) WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW R DOORMWMUFACTURERSASSOCIATION IEWDMA Hallmark® Certificate of Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscefl.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs>>NC. AdmroWrnuveMenabKmrn` Systcnu,Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 511/2017 1118xl575mm' (44x62in')- Type H: Positive Design Pressure (DP) = 2400Pa 50psf); Negative Design Pressure (DP) = 2400Pa 50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52pso 440-H-025.45 2901 101/I.S.21A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psQ: Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 511/2017 10160829mmm (40x72in) - Type H: DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 2900impact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/1/2013 511/2017 E-1886-05 1016xl829mmm (40x72in) - Type H: DP = 2400Pa (50psf); DP =-2400Pa (-50pso 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-47 9/24/2013 7/22/2017 1219x1829mm (48x72in)-H: DP+30/-30: Water Pen. RsisL Test Pressure = 360Pa 7.52psQ 440-H-025.50 2901/4901 101/I.S.2/A440-08 Class LC-PG50: Size Tested 965mm 1880mm D7075.01-109.47 1/14/2014 2/24/2017 965mm x 1880mm ' (38 x 74in') Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psQ 440-H-025.52 2901/4901 Impact TAS 201/2021203-94 DP & Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/5/2014 2/20/2018 psf 440-H-025.53 2901/4901 Impact TAS 2011202I203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3152014 2/20/2018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675.3 3/5/2014 12/1212017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 WINDOW & DOORonMANUFACTURERS ASSOCIATION Hallmark® Certificate of NOWDMA Conformance and License CCL ^ Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceft.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. A°"'`gms,I °°`"" syscM,n, lie. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.21A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.)' Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psi, Missile D, 965mm 1575mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 29004900 Series/29D14901 Single Hung Window 101/I.S.2/A440.11 Class R-PG20; Size Tested 1219mm 2134mm D9957.01-109-47 10/9/2014 8/6/2018 1219mm x 2134mm (48 x 84) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.62 29004900 Series/29D14901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-025.63 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-10947 1/28/2015 7/2/2024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psi; Water Test Press 260Pa (5.43psQ 440-H-025.64 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440.11 Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-10947 1/29/2015 814/2024 1219mm x 1829mm (48 x 72) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440•H-025.65 29004900 Sedes/29D14901 Single Hung Window 101/i.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm D9964.01-109-47 1/29/2015 8/4/2024 965mm x 1956mm (38 x 77) ' Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-025.66 29004900 Series/2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm 2438mm E5610.01 3/16/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.67 29004900 Series/2901/4901 Single Hung 10l/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/16/2015 7/2/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-025.68 29004900 Series/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1880mm E5612.01-109-47 6/1/2015 9/8/2025 965mm x 1880mm '(38 x 74) Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 WINDOW & DOOR WMUFACTURERSASSOCIAT10N Hallmark® Certificate of AMs, INC. Conformance and License (CCL) n A N``„," ` IEWDMASystertu,tae. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Series/2901-4901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109-47-r1 8/21/2015 2125/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psf) 440-H-025.70 29004900/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50: Size Tested 1118mm 1575mm E9219.01-109-47 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.19 2907TW/4907TW 101/l.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12128/2012 8/9/2016 2032x2134mm (80x84 in}H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109.47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-H-027.21 2900/4900 101/l.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440•H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-10947 9124/2013 7/22/2017 1994x1524mm' (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psf) 440-H-027.23 2902/4902 Twin Single Hung Window 101/i.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-109-47 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psf) 440-H-027.24 2902/4902 Twin Single Hung Window 101/l.S.2/A440.11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2/5/2014 9/19/2017 1918mm x 1575mm (76x62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psf) 440-H-027.25 2902/4902 Twin Single Hung Window 101/I.S.2/A440-08 Class R-PG30; Size Tested 2426mm 1880 mm C0375.01-109-47 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4902 Twin Single Hung Window 101/I.S.2/A440.11 Class R-PG35; Size Tested 1829 mm 1575 mm D9358.01-109-07 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psf; Water Test Press 260Pa 5.43pso WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW R DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of INIEWDMA Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INCmCniidIn1111sygeY.1tO ag Systrn,s, Ine. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psi; Water Test Press 180Pa (3.76psQ 440-H-027.28 2900-4900/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5/12/2015 5127/2025 2032mm x 1880mm (80 x 74)' Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.29 29004900 Series/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109.47 8/6/2015 918/2025 1918mm x 1956mm (76 x 77r Type-H; DP +25/-25 psi; Water Test Press 180Pa (3.76psQ 440-H-027.30 29004900 Series/29024902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psi; Water Test Press 360Pa (7.52psQ 440-H-027.31 29004900/29024902 Twin SH 101/I.S.2/A440.11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +501-50 psi, Water Test Press 360Pa (7.52psQ 440-H-027.32 2900-4900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psi; Water Test Press 360Pa (7.52psQ 440-H-027.33 29004900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-109-47 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psi; Water Test Press 220Pa (4.59psQ 440-H-028.14 2903/4903170 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 4/5/2012 12/16/2016 2737xl575mm (10842in}H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-10947 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028A6 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109-47 2/19/2013 1117/2017 2718x1575mm' (107x62in'-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-10947 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 O WMUF MAE SASSOCKTIoN Hallmark® Certificate of AMs, INC. IEWDMA Conformance and License rCCL A'"„``ID"" systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 2900-4900 Series/2903-4903 101/I.S.2/A440.11 Class R-PG50; Size Tested 2737mm 1829mm C0329.01-10947 11/7/2014 2121/2018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52ps1) 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01-109-47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psf) 440-H-028.21 2900/4900170-2903/4903 Triple Single Hung 101/I.S.21A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109-47 8121/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-028.22 2900-4900/2903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109.47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +301-30 psi; Water Test Press 220Pa (4.59psQ 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9l5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900/70 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 5/1/2017 1118x1524mm' (44x60'in)-H; DP+35/-35; Water Pen. Resist Test Pressure = 260Pa 5.43psf) 440-H-029.08 29004900/29074907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-109.47 3/3/2015 302025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psf) 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109.47 1/14/2014 11/12/2017 2032 x 1575mm (80 x 62in}H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psf) 440-H-030.16 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-10947 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440.11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-10947 3/26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 NO MANUFCTURE SASSOCIATION Hallmark® Certificate of IEWDMA Conformance and License (CCL) Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name 440-H-089.00 5500/5510 Side Lite (Specimen 2) 440-H-089.01 5500/5540 Transom (Specimen 1) Standard Rating 101/I.S.2/A440-11 Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +35/-35 pst: Water Test Press 260Pa 5.43pst) 101/I.S.2/A440-11 Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +3505 psf; Water Test Press 260Pa 5.43psf) WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. By: Wide High Test Report # 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 l L %.-V— John McFee, IrP c AMS, INC. Adminismeti,m Mmegement Systems, Inc. CertDate ExpDate 11/23/2015 4/27/2025 11 /23/2015 4/27/2025 rams, WDAM Hallmark By. 4-&a 114 Rhonda Schorr, Authorized Representative, AMS If Program Sponsor: Window and Door Manufacturers Assoc 330 N. Wabash Avenue, Suite 2000 Chicago, IL 60611 TEL (312)6734828 www.wdma.com Program Administrator: Administrative Management Systems, Inc. PO Box 730,205 West Main Sackets Harbor, NY 13685 TEL (315)646-2234 staff@amscert.com WD-20 10114109 Friday, May 13, 2016 Page 26 It A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buiIdingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL 19715 Report No. 3947 51h Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1 — A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norcro, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 Contents: Evaluation Report Pages I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17-05'00' 44. IIIfit/ G2 Hermes F. orero, P.E. Florida No. 73778 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Product Category: Product Sub -Category: Compliance Method: Product Name: Silver Line Building Products Windows Single Hung State Product Approval Method (1)(a) Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/ 15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 51h Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL ff 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 51" Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 51^ Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. S. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 FL#: FL19715 Date: 12/ 15/2015 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization q TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: Nailing Fin Installation: FL#: FL19715 Date: 12/ 15/2015 Report No: 3947 A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. f'c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 4/2812017 Florida Building Code Online pr, y; 1#, r1 u, ,1 ;i i'. ..'t .b• ` °WaCw ew lit k',2', 1',' r g 0 .a 0. ' g• ,; 4 d4 _ :S; ?.. .. 0 9 .C'. .. f?+ i.' ° r: f. : t• <, I • • - fir '.rl: _f' r..r.•i:: ry'i`^ ,f, J. i:.'tr • ••.a. C,r n g.,. k. tL4' .L.lr'-•l•:h .r. .V •,r.•,_ - ..Sr',!?;'• _'1' _ 't:'.: q._rc.tt •• _ __'r Scis Home I Log In I User Registration I Mot Topics I Submit Surcharge I Stats !Facts I PuWlcatldns, I FaC Stall I SCIS Site Map I Links I •Search IUfI(r Product Approval USER: Public User Product Approval Menu'> Product or Appilattlon Search > Application List > Application Detail E,•fr i1a•y i 1; irr'r.f lyra16• ,tYtt y 1f':'S:., y}'•S: a • cj: d. r Y, ' iJ' 4•if. o„ •. t j; Ic S s. r ; •fit : • '? tCyt, •i: J• jyI^,al l; r 3+b r,} 4i L-ti.: s: ,,c1 j2;ci L T' .`57'=`mac' .1;'i•! FL # FL12194-113 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email INI Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743- grahman@aluminumcolisinc.com Gareth Rahman grahman@aluminumcoilsinc:com Paul Frost 5001 West Knox Street Tampa,'FL 33634 813) 249-9742 PFro.st@alu.minumcolisin.c.com Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy. Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality. Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden i Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation -Report 2014 FBC 04-T4 Soffits.odf Referenced Standard and Year (of Standard) Standard Year AAMA 1402 1986 Equivalence of Product Standards Certified By Sections from the Code httpsJ/www.8oridabuilding.orgtpr/pr app dU.aspx?pwam=wGEVXQwIDquk24AUC%2fEHMrNrkL4bysALEZSXMisX5GEO%2f1CXzYpyxA%add/o3d 1/2 4/28/2017 Florida Building Code Online Product Approval Method Method L Option D Date Submitted 08/27/2015 Date Validated 08/28/2015 Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/05/2017 Summa . of Products. FL !R " Model, Number or Name Oescriptlon `• - 12194.1 Alumunum Colls Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use In HVH2: No FL12194 R3 11 ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.pdfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALC15001 Evaluation Report 2014 FBC 04 T4 SoMts.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Ptivacv Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.487.139S. -Pursuant to Section 4SS.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Oepartment 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 Oepartment with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: W rl l ® M Credit Card Safe. httpsJtwww.floridabuiidirig.orgtpr/pr app dtl.aspx?param=wGEVXOwtOquk24AUC%2fEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxA%3d%3d 2!2 Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5`" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27. 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (OUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Reoort No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in. accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application Instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 1-144 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ROME MCREEDTECHNICALSERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-Inch thick, 3105 H-14 aluminum soffit anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in? /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ftand for the 'center vent' configuration. See Appendix Dior dimension drawings. e• ru _ivn.r ie• crnue v r sam ous 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2Ain.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report Is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5u' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PR. 2015.08.27 G`•P` l C• E N No 74021 07:05:00 04' 00' STATE OF o, •'•: O R 1 P ••N.Zachary R. Priest, P.E. Florida Registration No. ..."?INA1N%`' O gan nati021 on No. ANE96 1 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installatlon Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194- R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes. that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LimiTATioNs and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soff t —12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit— 44nch o.c. Fastener Fastener Fastener Fastener Lotion Lotion Location Location c. 16" 04 Soffit — 16-inch o.c. Fastener Fastener Location Location 1 ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical -Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener lrxatinn if - Fastener Fastener Lotion ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-i Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-q Approved Systems for 164nch Overhangwith F-Channet 16.14 Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 124nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width Psi Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) min. 3/8-inch head dia. nail. One (1) min. 3/8 x 3/8-inch One (1) min.1 3/4-inch long x 12F-1 164nch Wood min. 1.254nch embedment -spaced Wood crown staple spaced 164nch 0.072-inch dia. x min. 3116 t40. 0 24- inch o.c. o G Inch head dia. trim nail spaced 36-Inch o.c. Max Three (3) min. 3/44nch x 1/4-inch One (1) min 314-inch x 1/44nch One (1) min. 1 3/44nch long x 12F- 2 164nch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.0724nch dia. x min. 1/4-inch 48 spaced 244nch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. 12F- 3 Max Masonry One (1)14 ga. 5/8 Inch long T nail Wood One ( 1) min 314-inch x 1/44nch One (1) min. 1 3/44nch long x 0. 0724nch dia. x min. 1/44nch 48 16- inch spaced 8-inch o.c. crown staple spaced 84nch o.c: head dia. trip nail spaced 48. 64.2 and securing each panel lap inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically. addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-Inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- Inch x 1/44nch crown One (1) min. #8 x 1/24nch One (1) min 314-Inch x One (1) min. 1 3/44nch long x 12J-1 Max. Wood staples in diamond long x head diameter W 1/44nch crown staple inch dia. inch 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced spaced 8-inch o.c.. head dia. trip nail spaced 48- head ailspaceded 64.264. inch o.c. connecting soffit to Jthannel Inch o.c. Approved Systems for 164nch;overhang with F-Channel Wall Connection Eave Connection System Panel' MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-1 Max Masonry One (1) 14 ga.•5/84nch long T nail wood Wood 14nch leg staples spaced max finishing nail with min. 3/16- 33.3 12 inch spaced max. 8-inch o.c. o.c. and securing each inch head spaced panel lap 12-Inch o.c. One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x Max Twee (3)18 ga.1/44nch crown x 1- 1-Inch leg staples spaced max 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern WoodWoodo.c. and securing each finishing nail with min. 3/16- t53.3 spaced 164nch o.c. panel lap inch head spaced 12-Inch o.c. Max One (1) 3/84nchhead dia. nail, min. One (1) min 3/8-irich x 3/8-inch One (1) min. 1 3/44nch long x 0.072 inch dia. x min. 16F-3 164nch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail 325.E inch o.c. O.C. spaced 364nch o.c. Three (3) min. 3/4-inch x 1/flinch One (1) min. 1 3/44nch long 16F-4 Max. Wood crown staples in diamond pattern Wed One (1) min 3/4-inch x 1/4-4nch x 0.072-inch dia. x min. 1/4- 27 164nch spaced 24-inch o.c. crown staple spaced finch o.c. inch head dia. trip nail 36.1 spaced 48dnch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/4-inch crown x One (1) min. 1.754nch x 16F-5 Max. Masonry One (1)14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- t43.3164nchspaced84ncho.c. inch.o.c. and securing each inch head spaced panel lap 16-inch o.c.' Three (3)18 ga:1/44nch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 164nch Wood Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4 inch o.c. and securing each finishing nail with min. 3/16- 43.3 164nch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems -for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment- Attachment 16J-1 Max. Wood Three (3) min. 3/4-inch x 1/44nch crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/41nch One (1) min. 1 3/44nch long x 0.072-inch dia. x 23.5 164nc spaced 24 inch o.o crown staple spaced 8-inch o.c. min. 114-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg Three (3) 18 ga.1/4- No.2 SYP anchored to staples spaced 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch crown x 1-inch raker with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- WOod leg staples spaced 8- finishing nail with min. 801-90 diamond pattern Inch x 7d ring One (1) min. 1.754nch inch o.c. 3116-inch head spaced spaced 164nch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 24-inch o.c. finishing nail with min. 31164nch head spaced 4-inch o.c. One (1)18 ga.1/44nch crown x 1-inch leg Nominal.lx2 staples spaced One (1) min. 1.5 No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 80/ 24F-2 12-Inch Wood Wd smooth shank rafter with one WOod leg staples spaced 8- finishing nail with min. 76.6 roofing nail.speced 1) 7d x 2.25- One (1) min. 1.75-inch inch °'c 31164nch head spaced 16-inch o.c. inch ring shank is 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 31164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. searing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 801 24F-3 12-inch Masonry inch long T nail raker with one WOOd leg staples spaced 8• finishing nail with min. 76.6 spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch op 31164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 31164nch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment. Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-inch Nominal U2 crown x 1-inch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One. (1) min. 1.754nch x Max inch inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F 164nch leg staples in 2 Wood leg staples spaced 8- finishing nail with min. 80/-60 diamond pattern in x 7 ringinchx7dring One (1) min. 1.75-inch inch ox. and securing 3/16-inch head spaced spaced 16-inch o.c shank nail x 0.0724nch diameter each panel lap 164nch o.c. 24-inch o.c finishing nail with min. 3/164rich head spaced 44nch o.c. One (1) 18 ga.1/44nch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min.. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 164nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced 164nch o.c inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nag 24-Inch o.c. finishing nail with min. 3/16-Inch head spaced 44nch o.c. One (1)18 ga.1/44nch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 124nch o c. socuring One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-6 16 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c, and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 16-inch o.c. nail 24-Inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK M. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved. Systems.for•244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width psf) Batten J-Channel Batten Panel. Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal tx2 No.2 SYP scabbed between rafters with one (1) min. 225 inch x 7d One (1)18 ga.1/4 InchNominal1x2 ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 ga1/4-inch crown stral haled thmu hgg the rafter Into the end staples spaced 12-inch o.c. securing, One (1) 18 ga. /.- One (1) min. 1.754nch 24J-1 Max rafter with one x 1-inch leg of the batten or two (2) each panel tap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. t6012-inch 1) min. 2.25- staples in diamond min. 2.25-Inch x 7d One (1) leg staples spaced 3/16-Inch headsspaced inch x 7d ring pattern spaced 16- Pa d"9 shank "ails me paled on either side of inch diameterx0.0724nch diameter 8-inch o.c. 12-inch O.C. shank nail inch O.0 the batten at each finishing nail with min. 244nch.o.c. balten/rafter 3116-Inch head spaced Intersection. Max. 4-1nch o.c. rafter spacing Is 24-inch o.c. Nominal tx2 No.2 SYP scabbed between rafters with one (1) 1)18 ga.1/4-inch Nominalfing1x2min. 2.25-Inch x 7d shank pad crown x 1 nch leg No.2 SYP anchored to Three 3 18 ga.1/44nch crown straight-riatled dwirgh the rafter Into the end staples spacedstapp124nch o.c. securing 1aced Onea. %- 18ginchcrownx1-inch One 1 min. 1.75-inch 24J- 2 Max rafter with one x 1-inch leg c the batten or two (2) each panel lap Wood leg staples spaced x 0.0,72 inch diameter finishing nail with min. t53.3 16-inch 1) min. 2.25- staples in diamond min. 2.25-Inch x 7d to One (1) min.1.754nctr 8-inrJ1 o.c. and 16-inch heads aced pinchx7dringpatternspaced16- ring shank nails netted either side of x 0.072-Inch diameter securing each panel 16 inch o.c. shanknailinchO.C. at thebattenat ea finishing nail with min. lap 24- inch o.c. battentrafter 31164nch head spaced intersection. Max. ch o.c. rafter spacing Is 244nch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix B INSTALLATION Note - Refer to the APPrrovEo SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Min. 2/8' head die. nail With win. 1 en3a9amtnt(`or woci eubstracei or win. 0.097• die. T-nail or stub nail with win. 5/8' engagemerc(:or c:iicrete or.blu:k e0113tra:v). apacei as Ate" above. ASCIA SLIP BOARD ASCIA TRIM 12F-1 & I I I II ..FI SOFFIT OVERHANG WIDTH VARIES) 12F-3 wocd, eonc—ee or block. A FASCIA LIP 1/4" STAPLE SOFFIT TO 7ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN'. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail n `, SOFFIT STAPLE OPEN RAFTER 3/4• x 1/4- DIAMOND PATTERN l TAILrCROWNSTAPLESD USING A DIAMOND ' rvr rrrv[ar PATTERN FACIA BOARD FASCIA CAP 12F-2 FACIA BOARD 13/4- X 1/4- CROWNJSR. S. B' STAPLE ON CENTER 1-3/4' TRIM HAIL PTF' CHANNEL CAN BE PAINTED S.S. 48' -FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4' x 1/4' DOWN CROWN STAPLE SOFFIT- max. 12-incn span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIAirDETAIL ALCIS001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specific811y addressed herein. CREED TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation *Detail OPEN RAFTER If W; rW ; SOFFIT STAPLE 01ST DIAMOND PATTERNIiDETAILU.' FACIA BOARD ' rerw oI sr,Kcs '0i 3/4- X 1/4- CROWN STAPLE "24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4- X 1/4- CROWN STAPLE 'S' ON CENTER 1-3/4' TRIM NAIL FACIA BOARD J—CHANNEL 1-3/4' TRIM NAILJ PAINTED S.S. acreeed to soffit i ch one t 1) 48 x PAINTED S.S. 48' FASI.IA CAP 1/2" x 3/8' head O.C. diameter screw, 3/4" X 1/4- 16" c.c. CROWN STAPLE SOFFIT —max. 12-inch span SOFFIT J WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAI L ALClSO01 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320.3. The manufacturer shall no* CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC soffits Appendix B System No. Installation Detail r J• TRIM MAR. FASCIA BOARD PAWED ILI fASCLA CAP SOfftt I14- EROwN STAPLE OPEN RAfiCA t_. fAS( JA BOARD 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCDI CAP; REFER TO SCWT & FASOA OETAR. f CHANNEL SOFf4T: MAX. %, SPAN MASONRY SUBSTRATE I ALC15001 FI-12194-113 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16F-3 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail Mn. 3/a" bea3 dia. nail with min. 1141 sugaoement(for s»ora substrate) or min. 0.097" dla. 2-nail or stun, nail with min. S/V engagemant(for cpncrete or 'block substrate), spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL wood, Concrete or Block Wall FASCIA LIP 1/4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. L—PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail. Wr , SOFFIT STAPLE RAFTER „ OPEN1 DIAMOND PATTERN 3/4- X 1/4- j DETAILCROWNSTAPLESh L„ 'rUSINGADIAMOND PATTERN FACIA BOARD i FASCIA CAP 16F4 3/4- X 1/4- CROWN FACIA BOARD 1-3/4' TRIM NAILa' STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. T—.F' CHANNEL CAN BE PAINTED SS. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NAIUNG FLANGE UP OR 3/4- X 1/4' DOWN CROWN STAPLE SOfF1T_ nax. Iti-;nch span WOOD SOMT SUBSTRATE SOFFIT &FASCIA DETAIL ALCI5001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I i TRIM NAIL FASCIA BOARD PAINTED S.--\ FASCIA (AP SOFFIT rq CROWN STAPLE OPEN RAPIER FASCIA BOARD 1'4' CROWN STAPLES R USIRC A OIAMOUD SOFFIT 8 FASCIA 16F-2 & PATTERN: EFER TO DETAIL SOFRT STAPLE 16F-6 DIAMOND PATTERN - \ DETAIL FASCIA REFER / \ TOOSOFFIT ITA FASCIA 6- OETAR. F' [ HANNEL SOFFIT: MAX 16- SPAN - WOOD ""/ SUBSTRiITE \ SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16J-1 No. I Installation Detail X 1/4' CROWN STAPLE -24' CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4' TRIM' NAIL PAINTED S.S. 48' O.C. sorm-max. 16-inch span ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE DIAMOND PATTERN DETAIL FACIA BOARD yr rnvaN/ srwtts / FASCIA CAP ``-- 3/4' X 1/4' CROWN FACIA BOARD PAINTED STAPLE 'S' ON CENTER TRIM NAIL PAINTED S.S. FASCIA CAP 3/4' X 1/4' CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page B of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail It I' TRIM NAIL FASCIA BOARD PAINTED S.S. 1-r• CROWN FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN; ftEiFR r0 r.+• CRDWM STAPLE SOFFIT STAPLE DIA111ONO PATTERN OETAR. I l' IRCI NAIL FASCIA BOARD PAINTED S.S. SOFFIT b FASCIA DETAIL. 24F-1 & 24F4 ra• CROWNsTAPLE r--- FASCIA CAP, REFER TD SOFFIT B FASCIAW\ AIL / 3 6 7 RftersBaltca Anchored to SOFFIT; RAIL tt' rL3lB f-L11ANN[L 1h eranw 70 FIN S: RuII Snack WR at very Rafter % W000 SUBSTRATE li SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Flodda product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not a)9ress nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 f' IRn NAIL FASCIA BOARD PAINTED S.S. t.i' SMOOTN S4An I I FASCIA CAP ROOF NAILS SOFFIT CROWN STAPLE 1 T iRNI NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 nt taoWll srwolF FASCIA CAP. REFER 10 SOFFIT & FASCIA DETAIL Not" 1'aY STP Batten AndwreO to SUM. MAX 24' F-0XAM I. Raven rdA one M Rory Sham Nall at err RailerWOODSUBStRA1E ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically -addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail it min NAIL FASCIA BOARD PAINTED SS t4LA I -NAILS 1 III FASCIA CAP SOFFtt CROWN STAPLE t 1 TROY NAIL FASCIA BOARD PACtTED S.S. SOFFIT & FASCIA 24F-3 & I DETAIL 24F-6 ryt' CROWN STAPLE FASCIA CAP•. REFER to SOFFIT A FASCIA DEtAtI mein" rat' SYP F-CNANNEI Batten AmhoreO to SOFFIT, MAX. 24' Rafters rit ere Td Ring Shan., Nan at i every Rafter MASONRY I ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1f- TOM NAn FASCIA BOARD PAINTED SS. 1-s' CAD fAStu (AP STAPLES SOFFIT USNG A DIA A.. PATTERN. REFER 10 CANTILEVERED r. CROWN STAPLE SOFFIT STAPLE RAF7fR OIAdOttD PATTERN DRAG. FASCIABOARD t - TOM NAa SOFFIT FASCIA PANTED S.S. DETAIL 24J-1 & r4"CROWN STAPLE 24J-2 FASA CAP: RUER TO SOFFIT t FASCIA / DETAIL / \ rootnsnt t' t T SYP h-em - eecurw wttwssn le`ep aneeetabbwuieC SOFAT: PAX. Tt- j/ l-[NANNEL ealh one (t) 701inp stunt led slraiottt•naead ttt UGh t!ta letter Into tha am WOOD SUBSTRATE of the Wen or two Rr 70 MM stint nab =,ndac an \ - w.. abs of dts IWem s tnr - ba3vVeadee Intasecdon / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and Gadding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C. and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. Vol is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension 'a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Uesigri Wind -Pressures for Soffits in Exposure B Building Type Zone Mean, Roof Hei ht It Basic Wind Speed, hiph) 1. 20' 130 140 150 160 170 180 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 1 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 1 23.5 26A 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 1 5 1 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1- 30.0 40 11.7 13.8 16.0 18.3 20.8 1 23.5 26.4 29.4 32.5 50 12.5 1 14.7 1 17.0 1 19.5 22.2 25.1 28.1 1 31.3 1 34.7 1 60 1 13.1 1 15.4 1 17.8 1 20.5 23.3 26.3 1 29.5 1 32.9 1 36.4 ALCI5001 FL12194-R3 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FMCREEK. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind Pressures for Soffits•in Exposure C Building Type Zone. Mean • Roof Height ft ' Basic ' Wind Speed mph). 120. 1*36- 140 .: 9 50 160 - .. 170 180 19U 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 1 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 PositiveLoads) 5 20 13.9 1 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 1 32.2 36.1 40.2 44.5 50 16.8 19.7 1 22.9 1 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 1 23.7 1 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 F1.12194-113 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Desi h-W.ind.Pressures for Soffits in Exposure D ' Building.; Type Zone*- Mean' ': Roof Hei lit ft Basic'Wind S' eed n h 120 130'• 140 - 150 160 , 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 27.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 1 23.0 1 26.7 30.6 34.8 39.3 1 44.1 49.1 54.4 60 20.2 1 23.7 1 27.5 31.6 35.9 40.5 1 45.4 50.6 56.1 ALC15001 FL12194-113 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/e" 3/4" 3/8" J-Channel KWTRIC viEw 3/F PROHLE PSOMETMC VIEW 3/r PRO R ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 Ca20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4"' 7/8" 1/8" HEM E 1/4" T 6"FASCIA 7` BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assufance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 18' BLANK 3 / 8 PROFILE 2.625 REF. 50 7YP. 25 IYP. 0.125 TV. DID00DD. DDDDD-- ODDDDD DDDDD D00aD0 00DD0 Mgt Idrvrp ft" M "bit Sr rl Wom $Vino a SWI Demm 1% MWI ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 31/8" 7/8" 31/8" 7/8" 31/8" S/16` 1/_ 1/2" 1/2" 1/2" 1/2" 3/4" 13.75" BLANK 3/8" PROFILE 2.825 REF. 50 TVP. 25 TYP. ails M. DDDDD DDDDD DDDDDD DDDDD DDDDOD DDDDD W10[ 1n/Jf PAMPA M-11 SC n LDJC 13 FOMCD IN SWE MEMN AS R!S) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa. FL 33634 813)249-9743 www.aluminumcolisinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES En& Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVH2. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application Instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant Installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required' by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum'load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program In compliance with Rule 61 G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-Inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-Inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC im Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ?anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. mc-Cami usrrt 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2flin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code Vr' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttt a trti G PaY R. , 2015.08.27 No 74021 07:05:00 0400' STATE OF :•ttl N 4` Zachary R. Priest, P.E. Florida ON Afill Organization eNo. 1 on ANE9641021CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALClSO01 FL12194-113 Page 3 of 3 This evaluation report is provided for Stale of Florida. product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 6. Unless otherwise specified, the Masonry substrate. shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit— 44nch o.c. Fastener Fastener Fastener Fastener Location L fion Location Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location II 1 ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4•Soffit — 84nch o.c. Fastener Lrxation If - Fastener Fastener Location 11 ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J Approved Systems for 12-Inch Overhang with J-Channel 16F-# Approved Systems for 164nch`Overhan with.F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24 Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16- 0 24inch o.c. o c inch head dia. trim nail spaced 36-inch o.c. Max Three (3) min. 3/4-inch x 114-Inch One (1) min 3/44nch x 1/flinch One (1) min. 1 3/44nch long x 12F-2 16''n Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/flinch 448 spaced 24-inch o:c and securing each panel lap head diatrip nail spaced 48- 64.2 inch o.c. 12F- 3 Max Masonry One (1) 14 ga. 5/8-Inch long T nail Wood One ( 1) min 3/41nch x 1/4inch One (1) min. 1 3/44nch long x 0. 0724nch dia. x min. 1/44nch 48 16 inch spaced 8-inch oxc crown staple spaced head dia. trip nail spaced 48- 64.2 end securing each panel lap anallpinch o.c ALC15001 FL12194-113 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel WaII.Cohnection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 314- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 314-inch x One (1) min. 1 3/44nch long x 12J-1 Max. Wood staples•in diamond long x 3/8-inch head diameter Wood 1/44nch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c, spaced 8-inch o.c.. head dia. trip nail spaced 48- 64.2 inch o c. connecting soffit to J-channel Inch o.c. Approved Systems.for 164nch overhang With F-Channel Wail Cdnhdchon Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4 indi crown x One (1) min. 1.75-inch x diameter 16F-1 Max Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced Max. 0 finishingng npallll with min. 3/16- 153.3 124nch spaced max 84nch o.c. 44nch o.c. and securing each inch head spaced panel lap 124nch o.c. One (1)18 ga. 1/4-Inch crown x One (1) min. 1.75-inch x Max Three (3)18 ga.114-inch crown x 1- 1-inch leg staples spaced max 0.0724nch diameter 16F-2 124nch Wood inch leg staples in diamond pattern Wood 44nch o.c. and securing each finishing nail with min. 3/16- t53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max One (1) 3184nchhead dia. nail, min. One (1) min 3/84nch x 318-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 164nch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3116-inch head dia. trim nail i25.6 inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/44nch x 1/44nch One (1) min 314-inch x 1144nch One (1) min. 1 3/4-Inch long x 0.072-inch dia. x min. 114- 27 16F-4 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-Inch O.C. inch head dia. trip nail 36.1 spaced 24-inch o.c. spaced 48-inch o.c. ALC15001 FL12194-113 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga. 114 inch crown x One (1) min. 1.75-inch x diameter0ing16F-5 Max. Masonry One (1)14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced 4 wfinishingnailwith min. 3/t6- nail 43.3 16-Inch spaced 84nch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) IS ga 1/4-inch crown x One (1) min. 1.75-Inch x 0.072-inch diameter 16F-6 Max, 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4 inch o.c. and securing each finishing Hall with min. 3/16- 43.3 spaced 16-inch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems for 164nch overhang with J-Channel Wall -Connection Eave Connection System Panel MDP No. Width Ps Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max Three (3) min. 3/4-inch x 1/flinch One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 16J-1 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. tripspaced24incho.c. nail spaced 484nch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluafidn report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC' ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24•inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psiF-ChannelSubstrate Batten Panel AttachmentAttachment Fascia CapSubstratePanelAttachment Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg Three (3) 18 ga.1/4- No.2 SYP anchored to staples spaced 12-inch o.c. securing One (1)18 1/4- One (1) min. 1.75-inch x 24F-1 Max Wood inch crown x 14nch leg staples in rafter with one each panel lap Wood ga. inch crown x 14nch 0.072-inch diameter 124nch diamond pattern 1) min. 2.25- Inch x 7d ring One (1) min. 1.754nch leg staples spaced 8- inch finishing nail with min. 3/164nch head spaced 801-90 spaced 16-inch o.c shank nail g x 0.072-inch diameter o.c. 124nch o.c. 24-inch o.c. finishing nail with min. 3116-inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown k 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- inch x 11 ga. No.2 SYP anchored to 124nch o.c. securing each panel lap One {1) 18 ga. 1/4- 114- One (1) min. 1.754nch x 0.072-inch diameter 24F-2 124nch Wood smooth shank roofingnailspaced rafter with one 1 7d x 2.25- One 1 min. 1.754nch Wood Inch crown x leg staples spaced 8- finishing nail with min. 3/ 164nch head spaced 80! 76. 6 164nch o.c. inch ring shank x 0.072-inch diameter inch o.c. 12- inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 4- inch o.c. One ( 1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced One ( 1)14 ga. 5/8- No. 2 SYP anchored to 12- Inch o.c. securing each panel lap One (1) 18 ga. 1/4- One (1) min. 1.75-inch x 0. 0724nch diameter 24F-3 124nch Masonry inch long T nail rafter with one Wood inch crown x 1-inch finishing nail with min. 80/ spaced 84nch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch leg staples spaced 8- spaced3/ 164nch head spaced 76.6 inch ring shank x 0.0724nch diameter inch 12- Inch o.c. nail 244nch o.c. finishing nail with min. 3/ 16-inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES- LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center'Connection Eave Connection System Panel MDP No. Width psf) Substrate F=Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3)18 9a.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One. (1) min. 1.754nch x Max inch crown x 14rich rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-4 164nch Wood Wood leg staples in 1) min. ring Wood leg staples spaced 8- finishing nail with min. 801.60 pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced spaced 164nch o.c. shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24-inch o.c. finishing nail with min. 3116-inch head spaced 4-inch O.C. One (1)18 go. IWinch crown x 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 24F-5 164nchhroofing Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head.spaced 16-inch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-Inch 0.072-inch diameter 24F-6 16 inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width ps Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1x2 No.2 SYP scabbed between ratters with one (1) min. 2254nch x 7d One (1) 18 ga.1/44nchNominal1x2ringshanknaillcrownpx14nchleg No.2 SYP anchored to Three (3) 18 ga. 1/4-inch crown might -nailed through the rafter Into the end staples spaced 12inch o.c. searing One (1) 18 ga. Yr One (1) min. 1.75-inch 24J-1 Max rafter with one x 14nch leg of.the batten or two (2) 2.2Sinch each panel lap Wood inch crown x 14nch x 0.0724nch diameter nail with min. 6012-inch 1. 2.. min25- inch x 7d ring stales in diamond pattern spaced 16- min. x 7d ring shank nails too- One (1) min.1.75-inch legleg staples spaced 84nch o.c. 3/164nch head spaced shank nail inch o.c. nailed on either side of x 0.0724nch diameter finishing nail with min. 124nch o.c. 24-inch o.c.3/16inch the batten at each batten/rafterr head spaced Gon. intersection. Max. 4-inch o.c. rafter sparing Is 244ndt o.c. Nominal 1x2 No.2 SYP scabbed between raters with one (1) min. 22SInch x 7tl One (1) IS ga.1/4tinehNominal1x2 ring shank nag crown x 14nch leg No.2 SYP anchored to Three (3)18 ga.1/4-inch crown straight -nailed through the rafter into the end staples spaced 124nch o.c.securing One (1) 18 ga. %- inch crown x 14nch One (1) min. 1.75tinch 24J-2 Max rafter with one x 1 nch leg of the batten or two (2) each panel lap Wood leg staples spaced x 0.072-inch diameter finishing nail with min. 53.3164nch1min. 2.25- inch x 7d ring staples in diamondP pattern spaced 16- min. 2.2Sinch x 7d rig shank nailstoe- One (t) min. t.7slneh 8-inch o.c. and securing each anal 93/16-inch head s Paced shank nail inch o.c. nailed en of 131164nch x0.0724nch diameter finishing nail with min P lap 16 inch o.c. 24inGt o.c. at thebattenat each ateachDatt head spaced Intersecction. tion. Max. 4-inch o.c. rafter spacing is 244r4h o.c. ALClSO01 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION ALUMINUM COILS, INC Soffits Appendix B Note - Refer to the APPRovED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No.. I Installation Detail Min. 3/8' hand dia. nail v:th min. 1!:" an3a9ement(for wood substrata) or min. 9.097' dia. T-nail or stub natl wi-h min.. 5/8" engagsmentlfor =ierete or.kdr k 'eubotratu) . spaeod as otud abova. FASCIA SLIP BOARD FASCIA TRIM 12F 1 & \- SOFFIT (OVERHANG WIDTH VARIES) 12F-3\-.F-" CHANNEL axd, Cone- or Block A FASCIA LIP 1/4" MIN STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule-61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail I n„'M '' SOFFIT STAPLE OPEN RARER 3/4• x 1/+• ' DIAMOND PATTERNI I DETAILCROWNSTAPLES , USING A DIAM D --+ vV rErvcar Tr ftSl PATTERN FACIA BOARD FASCIA CAP 12F-2 FACW BOARD 8. 1 3/4- X 1/4• CROWNJTST. STAPLE ON CENTER 1-3/4• TRIM NAIL P7:'F- CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4• X 1/4• DOWN CROWN STAPLE SOFFIT- • 12-1ich span SOOD soFFR UBSTRATEsSOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. OPEN RAFTER n SOFFIT STAPLE IST fi 'DIAMOND PATTERN DETAIL FACIA BOARD m i 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4- X t/4' CROWNFACIA STAPLE 'S"ON CENTER 1— CHANNEL BOARD 1-3/4' TRIM NAIL jTRIMNALPscrewedtosoffitPAINTEDonecl) 09 x S.S. 48'rich FASCIA CAP V2^ x 3is* bead O.C. diameter screw, 3/4' X 1/4' 16• o.c. CROWN STAPLE SOFFIT—eax. 12-inch spanS WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail. 1 f' TRIM NAO. / FASCIA BOARD PAL41E0 SS. FASCIA CAP SOFFIT 1'41• CROWN STAPLE OPEN RAFTER FASCIA BOARD 16f t Ll 16F-1 SOFFIT 8 FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT t FASCIA DETA4 f• CNANNEE SOFFIT; MAX. 16' SPAY MASOMRY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance dhanges throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail Min. 3/s• head dia. nail With min. IN' ongagamenttfor ano9 substrate) :r min.. 0.09?1 aia. T-nail or stub rail with min. c/3'! anoagement(for cgncrate or lock substrate) . spaced as noted above.. FASCIA SUP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wcoa, Concrete or Block We11 STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation ieport does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically -addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFITSOFFIT STAPLE OPEN RAFTER ,' DIAMOND PATTERN 3/4• x 1/4• DETAILCROWNSTAPLES ` 31W KTVEEN/ USING A DIAMOND +-SIAPLES PATTERN FACIA BOARD FASCIA CAP 16F-4 ME 3/4' X 1/4- CROWN FACIA BOARD 1-3/4' TRIM NAIL 8' STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. T—.r CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAAINSTALLEDWITHTHED.C. NAILING FLANGE UP OR3/4' X 1/4' DOWN CROWN STAPLE SOFRT- max. 16--inch spar. WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I TRIM NAIL FASCIA BOARDQ/ PAINTED SS FASCIA CAP I SOFFIT 1•4' CROWN STAPLE OPEN RAFTER FASCIA BOARD t'j^ CROW STAPLES SOFFIT 8 FASCIA USING A DIAMOND DETAIL 16F-2 8 PATTERN: REFER 10 SOFFIT STAPLE 16F-6 DIAMOND PATTERN OCTA0. FASCIA FASCIATOSOFFITntA DETAIL 9- F• CHANNEL 1 3/8 f SOFFIT; MAX. IS' I SPAY x SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16J-1 CREEK TECHNICAL SERVICES, LLC No. Installation Detail 3/4- x 1/4- CROWN STAPLE 24- ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4- TRIM NAIL — PAINTED S.S. 48' O.C. SOFFIT -max. 16-inch scan ALUMINUM COILS, INC Soffits Appendix B SOFFIT STAPLE DIAMOND PATTERNI ' FACIA BOARD DETAIL1\ / ASCIA CAP 3/4- x 1/4- CROWN FACIA BOARD STAPLE 'B- ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. FASCIA CAP 3/4- x 1/4- CROwN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALClSO01 FL12194-113 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }- TRIM NAIL FASCIA BOARD S. ! 1'4' CROWN PAINTED S. I STAPLES I'FASCIA (AP USING A DIAMOIFD SOFFIt PATTERN: REFER TD SOFFIT STAPLE rj- (ROWN STAPLE DIAMQVD PATTERN 1 += DETAIL I 1 f- TRin NAIL FASCIA BOARD PADnED S.S. SOFFIT & FASCIA 24F-1 8 f DETAIL 24F-4 r r EROMN STAPLE FASCIA CAP; OVER / \ TO SOFFIT t FASCIA \ DEIIAIL / aee;uW rar srP - 8BatleriAiNkore0foSOFFIT; MAX TL' F-ENANREL Rafter r.Ih one Id I — —3/I AL'O SEatk W at I f MOOD SUBSTRATE every Rafter \ / SOFFIT STAPLE DIAMOND PATTERN ALC15OO1 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G2O-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I- TRAM HAIL FASW BOARD PANTED TS. 14- SMOOTH SNANR II FASCIA CAP ROOF NAILS SOFFIT / 1'Q' CROWN STAPLE 1Eiji 1 P NAIL, FASCIA BOARD rPARTED SS. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 1'.t CROWN STAPLE FASCIA GP: REiER 10 SOFFIT S FASCIA DETAIL NomimlAY SYP BolenLbored to SOFFIT; MAIL 24' F-CHANNEL Rallen n1A on Id Ru+O Stunt NA at everT Rafter MOOD SUSSTRATI ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LL'C ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail I I- IRIM NAIL FASCIA BOARD PAINTED S.S. ItGA T-NAILS I FASCIA CAP SOFFlt t•d' CROWN STAPLE I I I J' TRM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 I r CROWN STAPLE I FASCIA CAP: REFER TO SOFFtT t FASCIA Of TAIL Nae"•I-xr SYP F-CNAN.MEL Batten Anthoreo to SOFFIT: MAX. 24' Rafters Qh on Id Rlaq Shank Iran at enrT Rafter NASORRT ALC15001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix S System No. Installation Detail. I }- TRIM NAIL FASCIA BOARD PAINTED Si 1`4' CROWN STAPLES ,,— FASCIA [AP USOIG A DIAMOND SOFFIT PATTERN: REFER TO 1-4- CROWN STAPLE SOFFIT STAPLE CANTIEVEREO DIAMOND PATTERN RAFTER Or? AL FASCIA BOARD I }- MIT MAa SOFFIT JL FASCIA PANTED S.S. DETAIL 24J-1 & _ I'' EOWN STAPLE 24J-2 fASCIA CAP: REFER E1All TO SOffIT t FASCIA O/ \ Monlrul I- t Z' SfP Daum 8- feaDDeo Detxen raftem ano SOFFMri' I; Ax. I 3/ 8 1-(XANIIEL eKstlO v.MD One (111) ToMp eluol t: iR lUeh tll-IadeleD UNOUof Lie ac (2I, T enc / WOOD SUBSTRATE A Ur. DaCen or uro (2).7a Anp yvm. ne0s IeeruOae w ` — eRDei me or DN Dan" W Nle DalmteAel kametum / SOFFIT. STAPLE DIAMOND PATTERN ALC15001 FL12194- R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS. INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C. and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less'than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„ n is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown.betow. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Root Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n:Wind,Pressures for Soffits in. Exposure B' Building Type Zone Mean-: Basic Wind Speed mph) 130 140 150 160 170 i80 . 190 200 Enclosed 4 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8jtw19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 21.5 24.9 28.6 32.5• 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 1 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 1 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design Wind Pressures for Soffits: in Euu 'ostire C " Building Type Zone- Mean Roof. Hei ht ft Basid Wind Speed mph) 120 ^ 130 140 150 160 170 180 190 200 . Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8' 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 c56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 1 -32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 1 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 1 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 3K2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. mm CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi ri'Wind Pressures for Soffits in, Exposure D Building Tom. Zone' Mean" Roof Hei ht ft Basi6 Wind Speed m h 120 • 130 140 150 ' •. 160 . 1 TO . 9 80 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 377 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 1 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 1 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express not imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" J-Channel 3/8' 3/4" — r t/8- HEM 15/8- T 3/4- 1 3/8* ISOMETRIC vrEu 3tr PROFILE ISOMETRIC NEW 37F PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC S 3/4" 1/8" HEM f 1/4" 6"FASCIA 7" BLANK IS011ETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALCIS001 FL12194-113 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 25 1YP. 18' BLANK 3 / 8 PROFILE D a00Da aDDOD DDDDDD 0DDDfl DDDDDD DDD0a wM 111UV['a pf1T1M (AOL JI [\ 06%= fORWO N Sw.E 04tEM" AS CBS) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8" 31/8' 7/8" 31/8" S/16' 1/2' 3/4" 13.75" BLANK 3/8" PROFILE 2.625 REF. 50 rw. Q1U TY?. ALUMINUM COILS, INC Soffits Appendix D DIODDDD DDDDO DDOOOD D.000D e OOOOOD OOODO UWM FO ED a SN/r DWCn0ii AT FM) END OF REPORT ALC15001 FL12194-113 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4/28/2017 Florida Building Code Online 7. Y < i...•.:•i• _.._. _`_' ...._..... 1- — --_ ._• r 3 f,,.;;yJ•..Lr u =trYt- •.r-t rr acts Home I Log In I User Registration I Hot Topics. I submit surcharge I Stats & Facts I Publications I FeC stall i eels site Map I Unks I search i OfiClil s i., -'r Product Approval f.1 u,•,y' USER: Public User Product Approval Menu > ProduR or Annllfltlon Search > Appllratlon List > Application Detail fit tff FL !k FL5444-RlO Application Type Revision k i ' Code Version 2014 j Application Status Approved Comments Archived droduct Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method CertainTeed Corporation -Roofing 18 Moores Road Malvern, PA 193SS 610) 651-5847 m a r k. d. h a r ne r@saint-g o b a l n. co m Mark Harrier mark.d.harner@saint-gobaln.com Mark O. Harrier 18 Moores Road Malvern, PA 19355 610) 651-S847 Mark.D.Harner@saint-gobain.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-S9166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code r Validation Checklist - Hardcopy Received FL5444 R10 COI 2016 01 COI Nleminen.pdf Standard ASTM 03161, Class F ASTM D3462 ASTM D7158, Class H Year 2009 2009 2008 httpsJ/www.0oridabuilding.org/pr/pr app dU.asp)Oparam=wGEVXQwtDgtahlgO7CSsoycOr128CcpCJinUeXwTiibKvlUzOW4hL8w%3d%3d 1/2 4/28/2017 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Florida Building Code Online Method 1 Option 0 12/08/2016 12/14/20L6 12/15/2016 02/07/2017 Sur mmary of Produets FL # Model, Number or Name. _ Descrlptfon 5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architecturalShinglesasphaltroofshingles Umits of Use Installation Instructions Approved for use in HVHZ: No FL5444 RLO II 2016 12 FINAL Fa CERTAINT FD AsphaltApprovedforuseoutsideHVHZ: Yes Shinale FL5444-R10.odfImpactResistant: N/A Verified By: Robert Nieminen, PE PE-59166DesignPressure: N/A Other: Refer to ER Section 5 for Umits Created by Independent Third Party: YesofUseEvaluationReports FL5444 RIO AE 2016 L2 FINAL ER C6RTAjNTEFp Asphalt Shingle FLS444-RLO.odf Created by Independent Third Party: Yes H n4'k Si!•Y Comas Us :: 2601 Blair Stone Road Tallahassee FL 12399 Pb9ae: 850-487-1824 The State of Florida Is an AA/EEO employer. COovrloM 2007.2013 State of Florida :: privacy statement :: Accessiblliy Statement • • Refund Statemem 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 electronicmalltothisentity. Instead, contact the office by phone or by traditional mall. U you have any Questions, please oontact 8S0.487.139S. *Pursuant to Section4S5.27S(L), Florida Statutes, effective October L, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they haveone. The emalls provided may be used for officlal communkauon with the licensee. However email addresses are public record. If you do not wish to supply apersonaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter4SS, F.S., pease click here.. Product Approval Accepts: 1. fea-R M Creclit Card Safe sectirityAlF.TRICS' https:/Mrww.floridabuilding.orglpr/pr app dU.aspx?param=wGEVXOwtDgtahlgO7CSsoycOrl28CcpCJinUeXwriibKvlUzOW4hL8-.v%3d%3d 2J2 J TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorkadon /19503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the St" Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appeaft was authorized by Pobert Nleminen. P.E. on 12/08/1016. This does not serve as an eleetrdNt illy signed document. Signed, sealed haedcoples have been transmitted to the Product Approval Adminittratcr and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity)ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD Is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. ROOFING SYSTEMS EVALUATION: 1. SCOPE: TRINITY I ERD Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the S`h Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R90S.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1S07.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL(TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL(TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM 03161 OSNK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL(TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM 03161 OSNK14836 05/22/200S UL(TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/200S LIL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL(TST 1740) ASTM 03161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM 03161 & D3462 LOCA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, 03462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, 03462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM 03161 & 03462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM 03161, D3462 & 07158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM 03161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC ( TST 9628) ASTM D7158 4787380357 11/08/2016 UL LLC ( TST 9628) ASTM D3161 47873803S7 11/09/2016 UL LLC ( QUA 962S) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Oeslgn,LLC. Evaluation Report3S32.09.05-R11 CerHJlcate of Authadzinlan #9503 FBC NON•HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XTI 25, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle*, Grand Manor Shanglem, Landmark'", Landmark' IR, Landmark'" Pro, Landmark'" Premium, Landmark'" TL, Landmark'" Solaris and Landmark" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge"", Cedar Crest', Cedar Crest' IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified In accordance with FBC Tables 1507.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, Indicating the shingles are acceptable for us in all wind zones up to Vasd = 150 mph (V„It = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use In wind zones UP to V,sd =150 mph (V„It = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category 8 or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RA for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (Fr) at a maximum design wind speed Of Vasd = ISO mph (V„ It = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed In this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 614320-3. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-R11 Certif core of Authorhadon #9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 3 of 12 tti J TRINITY ! ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC iS07.2 / R90S.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published Instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1SO7.2.6 or R90S.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertalnTeed asphalt shingles are acceptable for use In reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertalnTeed published installation instructions. 6.4 C'T2010, XTT" 250'XTr"•30, XTr" 30 IR: = LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12 Use four palls and six spots of asphalt roofing cement, for every full305rtrn) (305 aTn) (305 mm) shingle (Figure 11-4). Asphalt roofing cement Ridding ASTM D4586 jF1- (25 mm) — Se lant 1 (25 mm) Type 11 is suggested. 5 Va" (145 mm) 5 r/1"PtiM rooAr METRIC t _ 13r/ aJ 13!h" - 131/0" - Roaling Cement I"(25 Sealant 1" (25 mm) ( Apply 1"(25 nan)'spuls of asphalt touring cemenl1 — — — — _ J. under each tab conmr. 6 nh" Figrim /I-4• Usefour poOsand six $PDoofasPiWl mprmrion slap slopds T *CAUI•fON: Excessive use of roofing cement can cause shingles to blister. Figum I /•3: Usefour nallsfor euesy f dl sLLrgla 6.4.1 Hip & Ridge for CT'201", XT^" 25 XT"" 30 XTr" 30 IR: Cut Shingles 25nmJ11 I I 2..(50nm) flertrova r 1F, I{ Cap Cap Cap 305 dim) Shingle Shingle Shingle I Figure 11-24.• OW tabs. Alen him &=k to nraAs cap shingles angfisb dlntcnulons shou n). r(125mm) 1C tt n o NocnoodCVs Remo II.25: Inrlalk ilOn ofatps along lhg lips and rhiger. 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic• NPl""" adhesive or Henkel "PL' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Certiflmte of Authorisation #9503 FBC NON-HVHz EVALUATION Evaluation Report 3532.09.0S-R11 FL5444-R 10 Revision 11: 12/08/2016 Page 4 of 12 6.5 6.5.1 ARCAOIA'": LOW AND STANDARD SLOPE STEEP SLOPE LL<c SIX nails for "ry full shingle Inched a: shown helon: 1'ru nml I'IZ mry —r LLV Figure 3: Use siv nails f it ei cre fit/! shingle. r TRINITY IERD Use SIX nails and FOUR spots of:upliait mufiac cement for "miry (ull sldoglc as shoUll hel(Av. ApPI) :ujiltah nmfing cemeu 1'(2i nun) from edge of shingle Asphalt rnnfiug cemcut oweting:%SMi I) •lift 11.Pe II is suggested. Hip & Rides for Arcadla"": Cedar Crest'", Cedar Crest' IR f.eQS u+M 1'IEmmI—r Flavor ;i: I'so sLt u(lils and four s/n)ls ojasph"11 ltwfrnq --I on shv) slots. Use two (2), minimum Minch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from Its exposed butt edge and 1-inch from each side edge. For ASTM 03161, Class F performance use BASF "SonolasticO NPV"" adhesive or Henkel "PL• Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, LLC. Certilkate of Authorl:atlon B9S03 FBC NON•HVHI EVALUATION Hand -sealing adhesive 4- 1J4" 3J4" --•- I— 1° Dab of asphalt cement between 1" shingle layers Evaluation Report 3S32.09.0S-R11 FLS444•RIO RevWon 11: 12/08/2016 Page S of 12 TRINrry I ERD 6.6 BELMONT^": , Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement'* for every full located as shown below. Belmont shingle. Apply asphalt roofing cement 1° (25mm) from edge of shingle. 1117135 m) r t See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. W18nm) o Adi.-tWil roils a --pied V (25 rmd 6.6.1 Hip & Ridge for Belmont—: 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle0 Ridge r t8• Exposure Remove tape T from the right side and fastent/ r' 8• SECOND fasten the Z Remove left side 5/e. RIGHT This Tope FIRST LEFT F/gure 17-19: Inslallallon ofSbanglo® Ridge sbingles Figure 17.1& Sban&6 Ridge. on Lips and ridges 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastice NPi-' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Oeslgn,LLC. Evaluation Report3S32.09.0S•Rll CertgkateotAuthori:oebn p9503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/09/2016 Page 6 of 12 6.7 I CARRIAGE HOUSE SHANGLE® AND GRANO MANOR SHANGLO: LOW AND STANDARD SLOPE lace live trails for every fill SltanrJe. 1S emn) 5 Tam Sir' a 16 wm) f221 *) I.lgnrr /7- /: UsP/ltu nnllr forrrrrp jrll7:dxAAtanorSbdngh. Livrht vtllorrsa56dugk. ewCenlenulalSldtr. J TRINITY I ERD STEEP SLOPE we seven nails turd (firm sixns of asphalt roofing canna for ea!ry• fidl Grind Manor Shaugle. fix five naiLa : nd Ihrve :lints of usplu h rmtftng cituem fttr even fill Carriage house Shatiglc and 0 menuLd Slaic. Apply aspltah nrofing twent V (2i mm) front algc of shiuyJc F/gant /7•S). Asph It railing cement metalug ASS 14586111pe 11 Is suggested. 16 7gum /7-5. IPben iuslfdl(ng GMnd .$htnfv Sbdaglrs on ste e# daprr. tart servn adRa dart ttnw sputs ofdrplwfi rfinR trutent. 6.7.1 Hip & Ridge for Carriage House Shanglea' and Grand Manor Shanele: Refer to instructions herein for Shangleo Ridge hip and ridge shingles 6.8 LANDMARK`, LAN[MARK'iR,.LANDMARK'" PRO, I 14DMARK""•PREMIUM, LANDMARKlm TLM ', LANDARK'"' SOLARIS, LANDMARK''a SOLARIS 1R, NORTHGATE: e LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/4" 12" 1--( 305 mm)- --(375 mm)---•-(305 mm)- w1: A1M10C-1w.1r iXVSy..7SIYiW13' :^i:ttfril.'.S.{tfY. fC I ' ( 25 mn1) Release} T I -.ape 1" (25 mm) a -" I I'' L Ai0Ndilablo - LANDMARK TL NorthGate: WX 13" 131/2" 343 mm)- f (330 mm)-- --(343 mm)--] I-- I"(25mm) 1 1"(25mm) - E ilAvetr l, t •: t m jaur twills jar trnq• frill sbluttr. wIN Marc 49EA Ir 143N' I+- 1305 mm) -+ -.— (375 mm) 2' 305 mm) — 1 N IrtgLstits r (25 ma) ownfillne yr na l l e P (2i mat Ralhtg areas for low and standard dgws (fan 2:12 to 21:121 Nal batmen t4Wtt A I war Ina a3 t m abmm. Ertterlor Research and Design,LLC. Evaluation Report3532.09.05-R31 Certlpcate of Authorhotlon 09503 fBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use Ax na lls and four spots of asph:d( roofing cement for every full laminated shfngle. 5ce. below. Asplmh roofing cement Should mccl vest u458411I)e If..ytply I' spots of asph;dt roofing cement unde each corner and ;n abow 12' to 13' to from each edge. METRIC DIMENSIONS 305 nm) 1"(25 MM) W1 Arta — For Steep'' " I"YII — 25mm)---- 141/a" 12"— 375 mm) I (305 mm) I LANDMARK TL NorthGate: STEEP 12" 14-314' SLOPE mm)— y-- (375 mNAILING Haling 0 m! TRINITY I ERD 131/2' 13" 131/2" 343 mm) (330 mm) (343 1 -1125mnt) Ftgnre 13-5.' Use sir nags andfour spots of asplxtU roofing cement on steep slopes 12' 1'(25 mm)— j I_ - Nailing areas for steep elopes (greator than 21:12) and "Stortrt-Nalling" Nail between lower 2 nail Ines as shm-in above. 6.8.1 H& Ridge for Landmark"' Landmark'" IR Landmark"' Pro Landmark'" Premium Landmark'" TLRidgeforLandmarktuLandmark'" IR Landmark"' Pro Landmark"' Premium Landmark'"' TL Landmark'" Solaris. Landmark— Solaris IR NorthGate: 6.8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory Ir gllg' 305mm) (250 m) 415/1 4t5/1 150mm) I 050mm) (125mm) (125mm) Hatch for Notch for Centering Centering { 12' 131/4' ,r 305mm)LNotcdhesnmentto (337tnm) ( Itto e Previous rthe Top Edge of the Previous 75A* f posure ( ) tt m) English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge"' Exterior Research and Oesfgn, U.C. Evaluation Report 3S32.09.0S-R31 Cetliftoteo/Authortrodon #9So3 FOC NON-HVH2 EVALUATION FLS444-R10 Revision it: 12/08/2016 Page 8 of 12 i" 1 1 Y_,) lTRINITY I ERD 9 27.32' 250 rvu; c I_r16' 1125 urn) r 13 I/6" 333 min) —P. CeCtmiti, ll:tth '6 5/8'-IA-6 5A.- 168 mm)II 168 mm 13 I!•1' 1 3371mr.) \ Align these Centering T11= 116s IC tap 7 S?8' 13 IMI 1' 1O h 1 edgc oil (104 mn) 337 mm) Align thow I preriMls etlutse ( note uto rtop ( 194 nim) revious course, Il NorthGate Ridge NorthGate Accessory 105tnm) ` I Laying Notch I IIIIIIII5'( 125nvn) I I Ilr ovasufsfigare 13-20: Use laying nok bes to carder abinglca on Ups and. degas, and to locrtle Me comwi exposure 6. 8.1.2 for ASTM D3161, Class F performance use BASF "Sonolastice NPI " adhesive or Henkel "PLO Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements. 6. 8.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluadon Report 3532.09.05-RII Certificate of Authadtation 99503 F6C NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 9 of 12 RINITYIERD 6.9 I PRESIDENTIAL SHAKE"A, PRESIDENTIAL" SHAKE"" IR, PRESIDENTIAL SHAKE TL""', PRESIDENTIAL SOLARIS-: LOW AND STANDARD SLOPE: Pot low and standard slopes, use five nails for each full residential shingle as shown below. NaNng i- 40' Guide Unes (1016Iran) S I 1:13mm) I Ill 90 mmi 141/ 4" 362 mm) NOTE: Apply nails on painted guideline. Figure 16-d Fastening PYesidenHai mid Preaidelual ASKade shingles on lotp and standard slopes STEEP SLOPE: For steep slopes, use nine nails for each full Presidential shingle and apply I' diameter spots of asphalt roofing cement under each shingle tab. ARer applying S mils in between the naWttg guide Wes, apply 4 nabs I' about lab cutouts maldng certain tabs of ow-riong shinglecover nails. L T I' diameter asphalt roofing cement Figure 16- 7., Faciming Presidentld and•Presidentlai M Shake sh"Ista on steep slopes. 6.9. 1 Hip & Ridge for Presidential Shake'" Presidential Shake'" IR Presidential Shake TL"" Presidential Solaris"": 6. 9. 1.1 Option 1: Presidential Accessory PRESIDENTIAL MESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles up to the ridge (expose no more (hall 7" from the bottom edge of the "tooth." Fasten each accessory with two fas- tener's. The fasteners must be 1MV long or longer, so they penetrate either 3/ 4": into the deck or completely through [tie deck. Presidential accessory comes in -two different sizes: Accessory produced In Birmingham,.AL• is 12" x 12% Portland, OR produces 97/a- x l31/4" accessory. 6. 9. 1.2 For ASTM 03161, Class F performance use BASF "Sonolastic• NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9. 1.3 Option 2: Refer to Instructions herein for Cedar Crest'", Cedar Crests" IR hip and ridge shingles. 6.10 HA7TERASTa; . .. 1 i 10N4 STANDARD AND STEEP SLOPE: pAan• /5- j: FiMruinX 11allems.011Igres an mrndSlnrxran/Voprf for lair and a2adsnl Inpes, use ate nails for each fall llancna shingle, as aloha nlatc. 1240 aunt acting centenl-- t—t----t cigar rc. l; larrnrny; rlmnnnsSAl ki ,H.rrrp.Vn/.r Ro suwp dape-, toe the nails and iglu ..4w of upledt railing cesaMn fur ra•h fall MUM" 51111T a as shown nlarcc. Apply 1 25m,m) dhuueler $P ms of nio0ml teural (diStA10 4596 •pe 11 aigexa) idol" arh lab comer Pm%s,,Mn0c law plscr, (hi ma c%pmsc enmeut UMON: Tmi nnlrh nsnfa n cotmu tun Cause shilloys ai Mixer. Exterior Research and Oesign, U.C. Evaluation Report 3S32.09.0S•R11 Certificate o/ AuthorUatlon 99503 FOC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 10 of 12 I TRINITY J ERD 6.10.1 HIP & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras t K 1!1 Figure 15-14. 18 three piece rmils separate to make 54 Hatteras Am=ry shingles 6.10.1.2 Option 2: Cut Hatteras Shingles 230, mr9 I I I mir) 0goh460 460mmJ 203 5 Cap Shingle Cap Shingle Cap Cap Shingle Shingle Lgomml Pipet 15-20.• Cut Hatteras shingles to ttlrtke eavar cap. Figure 15.21. Installation of caps along hips and tidtm 6.10.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic• NP1"I" adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE'", HIGHLAND SLATE'm IR: LOW AND STANDARD SLOPE: STEEP SLOPE: Plgnro I1.3 Use FIVE oath for ecey lllgbland Stato sbingla the MIR nails and FIGHT spot; of osphalt roofing cement' foe each full Highland State shingle. For Mlaml•Dado, SIX ri Ws are required. Apply I' diameter spots of asphalt roofing cement under each tab cornet Asphalt tooling cement meeting ASTM Wi%Ilty II Is suggested. r r— —r Wr d arr N N 1 PyM r r assr 1 Ir IYaiOWrpilrn /• firtml U"--4 Ycbtw owr e.a" aanu re.ni -- tuMMy Flguro I! je: the FIFE nails and etgbi rpols ojaspiialt n*j1np owned ursder each tab corner. CAVrIUIV: a:xcesNce use of roo0ng cement can cause shingles to blister. 6.11.1 Hip & Ridee for Highland Slate'", Hiehland SlateTM' IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Design,LLC. Evaluation Report3532.09.OS•RLl Certglcote al Authorization 09SO3 FOC NON•HVH2 EVALUATION FLS444•RIO Revision Il: 12/08/2016 Page 11 of 12 JTRINI-ry ERD 6.12 PATRIOT.": LOW AND STANDARD SLOPE STEEP SLOPE Use. f0192 naih for every full shingle loaded as shown bclrnv. tA—i'ftSrmi j j t'p cnN j1YJmn) , I I .. I lisp FOUR nails and four slays of aspltah moring cement (or eirtT fill shine)c as shown heloa: Aspliah nvAng centcnt uueding ASTNI I)458G T)la' II is suLqLatcd. Apply 1'(25 non) slates of aslth:dt nKding cen wnl as shown. CAMIONX: fsxeessice use of runfioc crutc•nl can cause sldn;lus to bliaa•r. 1 _ I-'• _ aaann0 "atoll I-- t4 ''- INS —I— Iblr —iIlan) ops'; Wn0 6.12.1 HIP & Ridee for Patriot'": Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR, Shadow Ridge'", NorthGate or Shangle Ridge'" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R90S.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 3532.09.05-All Certificate oJAuthoriiatlon N9S03 F8C NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 12 of 12 TRINITY EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate cl Authorization #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 CertainTeed Corporation 20 Moores Road Malvern, PA 19355 Evaluation Report 3S32.09.0S-R31 FLS444-R10 Date of Issuance: 09/22/200S Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. S9166, Florida OCA ANE1983 The Iactlmlle seal appearingwat audwited by Robert Hleminen, P.E on U 03/20I6. This does not serve as an electronically sloped document. signed, sealed harelcoples have been transmitted to the Product Approval Administrator and to the named dlent CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it Intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. S. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5th Edition (2014) Florida Building Code and 51h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1S07.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R90S.2.6.1 Wind Resistance ASTM 03161, Class F 2009 1S07.2.7.1, R905.2.6.1 Wind Resistance ASTM 07158, Class H 2O08 3. REFERENCES: 9ft!int Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM 03161 99NK26506 11/23/1999 UL(TST 1740) ASTM 03161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM 03161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 OS/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL(TST 1740) ASTM 03161 OSNK22800 06/22/200S UL (TST 1740) ASTM 03462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM 03161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM 03462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM 07158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & 07158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 ULLLC (TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, 03462 & 07158 4787380356 10/26/2016 ULLLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 UL LLC ( TST 9628) ASTM 07158 4787380357 11/08/2016 UL LLC ( TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC ( QUA 962S) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, U.C. Evaluation Report3532. 09.05-Ril Cerd/icate o/Authoriration a9S03 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 2 of 12 TRINITY i ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT` 25, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia"', Belmont"", Carriage House Shangle•, Grand Manor ShangleO, Landmark'", Landmark' IR, Landmark' Pro, Landmark'" Premium, landmark"" TL, Landmark'" Solaris and landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solarls' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot"is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an Intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge"", Shadow Ridge'", Cedar Crest', Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity)ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1S07.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, Indicating the shingles are acceptable for us in all wind zones up to V.,d = 150 mph (V„tt = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM 133161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application Instructions, for use in wind zones up to V„d =ISO mph (Vwt = 194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D71SS indicates the measured uplift resistance (RA for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Salads') exceeds the calculated uplift force (Fr) at a maximum design wind speed of V.,d = 150 mph (V„It = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, LLC. Evaluation Report 3532.09.05-Ril Cerdlhate ofAathorhodon 09S03 FBC NON-HVHz EVALUATION FL5444-R10 Revision It:12/08/2016 Page 3 of 12 J TRINITY I ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R90S.2.3. 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 6.4.1.1 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. I: CT20'", XT'",25, XT- 30, XT"" 30 IR: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12.1 12.. 12" 305 mm) (305 (ma) (305 urn) r-1"(25an) _ pant I,,(25min) ( 5 s/e.. (t 45 Mm) 5112-Pad two METRIC 131/e" 13!/e" f 131/e" I"(25 miT Sealantlant 1" (25 mm) 6 (A.. T Flgun; 113. Use%ur nadifor a"full sbing&e Use four nails and six spots of asphalt roofing cement• for every hall shingle (Figure 11-4). Asphalt roofing cement meeting AM D4536 Type II Is suggested. 1 — Rooting Cement Apply 1" (25 MM) spots of asphalt roofing cement undo( each tab comer. Flgute 114• Usejour nails a(d sax spots ojaspbdR owimnl on'steep skpas CAMION: Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT2010. XT"' 2S, XT'"" 30, XT'" 30 IR: Cut Shingles r 2" (50 mm) 25mm „-Rcmwe`^ it 1? titnShingle 5` 305 MM) Z 112" ( — — — — — — 12..( 125 mm) _ Cap Cap mm) ShingleShingle A9 lp\W Ftguia 11.24.• Gil tabs, then Mus back to umka cnp sb Was ocwo 6r 46 diuun(sions sbomn). l5 Flguns 11.25: Installation Q%oaps along lbu bips and Mdgac For ASTM D3161, Class F performance use BASF "Sonolastice NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report 3S32.09.0S-R11 Certificate alAuthortsadon 09S03 FBC NON-NVMZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.S 6.5.1 ARCADIA'": LOW AND STANDARD SLOPE Use SIK nails for c"-ry dill shingle Incited as shnan hclow fLLdl 14U l'm wetly Rigvlre 2: lac six nail• fin• ereq fr111 shingle. TRINITY I ERD Uw SM naps :uld MUR spots of a<plrrll iun0u¢ ccwent for c'%cry full Shingle as shoull lieluty. Apply asphalt roofing ctyattiu 1'(25 nun) from edge of shingle. ,lspltah roollug cement meeting :1ST11 D 4386 Tlpc II is suggeslcd. f4ptrA-.1 L'su .rir aa/1s and f air s/ads t f asphall run Big Ceincnt on steep slopes. Hip & Ridee for Arcadia': Cedar Crest'", Cedar Crest"' IR Use two (2), minimum 1'Y,-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastice' NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line X to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, LLC. Certificate of Authorization M03 F8C NON•HVH2 EVALUATION Hand -sealing adhesive 1/4" r— 4' 314" 1' Dab of Asphalt cement between 1" shingle layers Evaluation Report 3M.09AS-Ril FLS444-R10 Revision 11: 12/08/2016 Page S of 12 6.6 I BELMONT'm: Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. 112' 13S anal a Ira at) SA1'(t6rtm) o dditliwal mils it wmal I— f W;leam 1•r25 yylw1 TRINITY I ERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement`" for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. 6.6.1 Hip & Ridge for Belmont-: 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle° Ridge j 1-*--12• Remove This Tape Flgnre 17-18. Shangle« Ridge. 18' Exposure Remove tape from the right side 1 • i 8-,j and fasten SEMD Fasten the left side 8RIGHT FIRST LEFT Flgnre 17-19.• hislallalion of Thangles Ridge sbingles on blps and ridges 6. 6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastico NPI " adhesive or Henkel "PLo Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. e, ZOOM I Exterior Research and Design, LLC. Evaluation Report 3S32.09.05-1131 Certgkote o/Authorization p9S03 F8C NON•HVH2 EVALUATION FL5444-R10 Revision 11:12/08/2016 Page 6 of 12 TRINITY ERD 6.7 CARRIAGE'HOUSE SHANGLE® AND -.GRAND MANOR SHANGLE®: LOW AND STEEP SLOPE STANDARD SLOPE L'.st: five nail; for every kill Slangle. 1" 22S mat) SR I%Inn') 220(n;) Rgura Anngle. Use seven nails and three: spots of aslthall ntofing ce.ment,for every 611 Grand M:mor Shaugte. tla' five tails and three slutls of asplrall roofing cente+u for even full Carduge house Slangle and (:etttenalal Slate. Apply asphak tWftng cement V (2i mot) front edge of sldnitle Rare 17-5). Asphalt roofing cement oteuing M M 045$6 7)•pr II Is suggested. 5 II = 2s trm) Of kas - I - as mod Fortin 17-5. Wbru insta0ing Gntnd.lktncrSbauglrs on steep dotew. nsr sawn nails and titre spots njaspN111 nu/!og renteal. 6.7.1 Hip & Ridge for Carriage House Shanale• and Grand Manor Shanale: Refer to instructions herein for Shangle• Ridge hip and ridge shingles 6.8 LANDMARK`M, LANDMARK`"' IRS LANDMARK!'" PRO, LANDMARK`"' PREMIUM, LANOMARK"''TLr LANDMARK'"" SOLARIS, LANDMARK'"" SOLARIS IR; NORTHGATE: LOW AND STANDARD SLOPE METR(( DIMENSIONS 17' 141r 17, 1--(305 mm) --(315 mm)-- --(305 mm)-• YIId•a. ".z!:-T+7::Mn`::C"/sr::dd .?:l: 1:74 Ir-SQr4 I !t i I --I ' (?.Smut) Release tape 1" ( mm)— I t NailableT- Area LANDMARK TL NorthGate: 1311Y' 13" 13'lr 343 mm)- --(330 mm)-- --(343 mm)--j 1" (25 mm) 1" (25 tntn) - trgure tJ:J: (m jaar calls jor evrq•tfl sbiugln 5197E w"I'm IY 14 341 12, ARFA +- f 305 mm) -+ (375 m(n) —+ (305 mm) —1 r Na Ing Um is 25 m'n) 000rfullnd r (2fiam +- oasrna4lro Na tang areas fat late and standard slopes (from 2:12 in 21:12) Nttl ttattesn ugar d, Irasr Ines a soemn above. Exterior Research and Design, U.C. Evaluation Report 3532.09.OS-Rll Certillcatt aJAuthorhation 09SO3 F6C NON-HVHZ EVALUATION FLS444-RSO Revision 11:12/08/2016 Page 7 of 12 1" 2s mm) 7-a: 1LaJlnt ddlGjnrrirryfidl f:rnudAlaunr 6irn•lage 1M1tso Sb1uigltc us. Owletuddl Skrle. STEEP SLOPE Use Six nails and tour spots of asphah roofing cement for every full Luula:tted shingle. See helper. Asph:d( roofing cement should meet AST,H 04586111)e it. Apply r spas of asphalt roofing ccntenf nude eaelt confer and ai about 12' to 13' to from Inch edge. METRIC DIMENSIONS 12" — 305 mm) 1"(25 inn) Nail Area I— For Steep--" 25 rnm) — — — — I" 25 mm; 4TRJINITY I ERD IANDMARK' TL 131/2•" 343 mm) 13" 330 mm) 131/2" 343 mm) Figure 13 j: Use siaanags andfoin, Vots of asphalt foong Cement on steep slope& NorthGate: 12" 14-3/4' 12" 143/4"12"—. 375 mm) I -(305 mm) lease Taoe I"(25mm)- STEEP SLOPE NAILING Nailing areas for sleep slopes (greater than 21:12) and "StomMalling" Nail between loafer 2 nail Ones as shown above. 6.8.1 Hip & Ridge for landmark Landmark"A IR Landmark'" Pro landmark'" Premium Landmark"' Tl Landmark'" Solaris, Landmark'" Solaris IR NorthGate: 6.8.1.1 Option 1: Shadow Ridge' or NothGate Accessory 1r g7/8• 305mm) (2rm) li 8' 415/Ir, 41S/10'— 1SOmm) ro 0mm) (125mm) (1Men) Notch for Notch for Centering Centering gym) Noches for Alignment to I (337mm) Notches for Alignment/to the Top Edge of the Previous 7' the Top Edge of fife Previous 75 L L I Cap for S'(I25ttm)Exposure (18"m) Caplor5SA'(141mm)BTosvre (1 m) English Dimension —} I Metric Dimension Shadow Ridge- Shadow Ridge"' Exterior Research and Design, U.C. Evaluation Report 3532.09.0S-R11 Certi/kote o/AuthoAiotlon #9503 faC NON•HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 92MZ 25p nll12;-1415/16' (125 t:n1t1 Certnliq Fkun 13 iA* / 337 mm) \ Align th-se / ratdm to lop 7 516' alge n1 (t9. mm) p:trdatsatiuso NorthGate Ridge TRINITY I ERD 13 1/8' II-•--(333 mm)— F-6 5/8 4-6 6/8'-I _ II 16B mm 168 mm 1 Centering 131/4' ` Nolch 337 mm) \., Align thesz 7518, na edgechos of top (194 nun) edge of i previous course. 00, 1 NorthGate Accessory 30.. Laying Nalch I i ii I flgnre 13-Z0.' Use laying nolebes to a m/er sbtngles.on hips and. d4w, and to locale the conwif exposure For ASTM D3161, Class F performance use BASF "Sonolastic° NP110" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with Certa(nTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest'"", Cedar Crest"" IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.0S-R31 Certifleote oJAuthorhatlon 99S03 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 9 of 12 Xr 'D J TRINITY I ERD 6.9 PRESIDENTIAL SHAKE`", PRESIDENTIAL SHAKE` IR, PRESIDENTIAL SHAKE TL`", PRESIDENTIAL SOLARIS'": LOW AND STANDARD SLOPE: For tow and standard slopes, use fife nabs for each NU Presidential shingle as shown below. Naillttp 1. 40' Guide Uuus (1016 mm) 5 I Into) I (19Smn1) . . . 141/4' I 1 rl.' M nun) (362 mm) NOTE: Apply nails on painted guideline. Figure /S--6 Fllsiming Plesli ,nflal mid PretidalWal FL Sbake sldngles on loco and standanf slopes STEEP SLOPE: Por steep slopes, use nine nalB for each full Presidential shingle and apply 1' diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails in between the nailing guide tines, apply 4 nails I' above tab cutouts ulaldng certain tabs of overithig shingle corer nails T 1' diameter asphalt tooting cement Figure 167. Fasiming Prerldentlat and ftesldenud T/L Sbaka shims r on steep s/opfm 6.9.1 Hip & Ridee for Presidential Shaketm Presidential Shaker" IR Presidential Shake TL"' Presidential Solarism: 6.9.1.1 O tion 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for.covering hips and ridges. Apply shingles up -to the ridge (expose no more titan 7' from the bottom edge of the "tooth." Fasten each accessory' with two fas- tener's. The fasteners must be IMr long or longer, so they penetrate either 3/4"Into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced In Birmingham,.AL-is 12',x 12'; Portland, ORproduces-97/s' x 131/4' accessory. 6.9.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic• NPit"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crestr", Cedar Crest`" IR hip and ridge shingles. 6.10 I . HATTERAS`" lOV4 STANDARD AIIO STEEP SLOPE: Flea* 15.3 Ardenl"g 1tallemt.%Wtg4rs at, twr aralshfudme.9o1ra for fair aml suaktnl slop*$. ass am oalls for each fall ILNt*ru ddogic z Await abuts•. 125 J.—L - Ir 060049comeol 1 —1---1 Rgrrm 1t•r, Fw Ied ry:lLr/h+ntA'air M mr Shr/r Wr/r, nil otep links•,, ".- rnr nails aad Nglu g1(4s of ayt6ak roorrgg C*mctu for each lod Ihrttcras shEnAk• as sbuuo show. Nijay I- 7fuw1 ilianater Flies of naane temeu (ASTN n •Ife4 Tp* 11 wf;:ottd) odder rat It mb cuter. erms ddad* luur plscr tht eat t,VM (Vatod. CAUTION: Ton much arunna cnmPt cuff ratite shittghti to blister. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S.R11. Certlllcote o/Authotkodon #9S03 FOC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2o16 Page 10 of 12 i TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras 4 Figure 15-14. 18 tbree piece imdts separate •to make 54 Hatteras Awwory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles erg1, 230 mm) I I I I I 77 r Ease I I gtig" (460 min) go a 46mm) (203 mml — : 1 25mm1l Cap. Cap Cap Cap Shingle Shingle Shingle Shingle 12q Figure 15-20: Cut Hatteras shingles to tanks oouer cap. Figure 15-21: Installation o/ caps along hips and ridRa 6.10.1.3 For ASTM 03161, Class f performance use BASF "Sonolastic° NP1'"" adhesive or Henkel "PLO Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGH'iANO STATE""; HIGHLAND SLATE'." IR: LOW AND STANDARD SLOPE: STEEP SLOPE: wrrM0"') M+rKOm•nWiM Six Tim (tw iWh Nusaw ora ulrlr c4b.A u IVM4. Flguro II -.I: Use Fff naffs for every INSManddato sbbigh Use Pn'R nails and RIGHT spots of asphalt roofing cement, for each full Highland Slate shingle. Par N8aml-03de, SIX malls are required. Apply l' diameter Trots of asphalt roofing cement under each tab comer Asphalt tooling cement meeting AS'1M 1>45861ypc It Is spews r r a'-+ I t+oaM Ol et tm ssr totFie(i.o iab rpsmnl a tialltl snraYty oaAnaaril — — Itaofiy Flgrvo 11-jdr Mo RYE nallranGelgbl VolsofarMali monp cuumni mad or em:b lab aornec CAMION: dxeessive use of roofing comenI Can cause shingles to Wier. 6.11.1 Hip &Hip & Ridge for Highland Slate"". Highland SlateTM' IRforHighlandSlate"". Highland SlateTM' IR: Refer to instructions herein for Cedar Crest"", Cedar Crest" IR or Shangle Ridge' hip and ridge shingles. Exterior Research and Oeslgn, LLC. Certificate of Authorization 89S03 FBC NON-HVH2 EVALUATION Evaluation Report 3S32.09.05-Rll FLS444-R10 Revision 11: 12/09/20LG Page 11 of 12 6.12 I PATRIOT'"': LOW AND STANDARD SLOPE lia' FOUR nails for cars' full shingle loaucd as shoaen below. Sulam 1- -- °- - 5-Ipt• t'(15 p5s 11[:I) I I t}A7{' 6uT Ltrt9' +iyiS]rty +M I {1A 1. j TRINITY 1 ERD STEEP SLOPE Use FOUR nails and four sputa of asi)latt roang cement for every full shiupJc as shown Ixlow. Milled' owifutg Neatens tneaiue aNrAl Uy59- Type It Apply 1'(21 nmt) siNds of asphAt molting comsat as shorn. CAVI10fi: Excessive use of roofing mill"M Can cause shlagics to blister. Isa"q 141 9 aoallaa Camanl.: I_- C labial IY..d Imx "I 6.12.1 Hip & Ridge for Patriot"": Refer to instructions herein for Cedar Crest"", Cedar Crests" IR, Shadow Ridge'", NorthGate or Shangle Ridge' hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R905.2.6.1. S. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 CIA requirements. 10. QUAUTy ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0S-R11 Certlfleate OfAuthorkatfon M03 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 12 of 12 A Florida Building Code Online SCIS Home tog In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FSC Staff SCIS Site Map Unks Search F fida h ctbim Product Approval IUSER: Pudic User im Product Aeoreval Menu > Product or Annlication Search > Aeolicatlnn List > Application Detail FL # FL15216-112 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory A InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@lnterwrap.com Eduardo Lozano elozano@inteiwra p. com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 . 778) 945-2891 elozano@interwrap.com Roofing Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nleminen. Evaluation Report Florida License PE-59166 Quality Assurance Entity, Intertek Testing Services NA, Inc. Quality Assurance Contract Expiratlon Date 11/17/2017 Validated By John W: Knezevich, PE El Validation -Checklist - Hardcopy Received Certificate of Independence FL15216 R2 CO[ 2015 of CO[ Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Attp.//w.vw.Boridubuildingbrg/pr/pr_app ddaspxlperamwvGEVXQwtDgv3yVVK1ZIQRAdby12u8kQGQyijaHhVeiOpVSvxwSdCoQ°.fad%3d(6/24/20171:57:59.PM)-...... Florida Building Code Online 1507.2.3 1507.5.3 1507.8.3 1507.9.3 LS07.9.S T1507.8 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/201S Summary of Products FL # Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS216 R2 If 201S 04 FINAL FR INTFRWRAP RHINOROOF F tS oih Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: Robert Nleminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports F 15 16 R2 AF 201S 04 FINAL R INT RWRAP RHINOROOF F 15716- 112 pdll Created bj Independent Third Party: Yes Qntaet Us :! 2601 Blair Stone Road, Tallahassee FL 32199 Phone: ASO-487-I1124 The State of Florida Is an AA/EEO employer. copyright 2007-2013 State of Florida.:: privacy Statement :: Accessibility Statement :: Refund gratemAne Under Florida law, email addresses are public records. It you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. -Pursuant to Section 4SS.27S(1j, Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for oMdal communication with the licensee. However small 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 determlhe If you are a licensee under Chapter 455, F.S., Please dick here . Product Approval Accepts: 0LGE.-I RED M Credit Card Safe http:IAvww.Noridabudding.oralpdpr_app dtl.aspu7pataak-wGEVXQwtDgv3yVVKJLIQ(tAdltyl2u8kQGQyljaHhVeiOpVSvxwSdCoQ°/Jd°/.3d[82420171:57:59.PK TTRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140530.02.12-112 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing wat authorized by Robert Nleminen, P.E. on 04/27/201S. This does not serve es an electronically signed document signed, sealed hardcooles haw been transmitted to the Product Approval Administrator and to the named them CMFICAnON Of INDEPENDENCE: 1. TrinitylERD does not have, nor does It Intend to acquire or will It acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved In the approval process of the product. S. This Is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QCT)RINITYI ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, iS07.9.3, 1507.9.5 on Heating 1S07.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Enti Examination Reference Date ITS (TST3509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1S09) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 S.2 5.3 5.4 5.5 Gam:? This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report is not for use in the HVHZ. Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoofU20 Yes No No Yes Yes No Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed In accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section S herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments In compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or It or 04869, Type 11 underlayments in FBC Sections 1S07 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certlf cote ofAuthorizotlon N9503 FLlSZ16-RZ Revision 2: 04/27/201S Page 2 of 3 TRINITYJERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples Is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1-Inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for Information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140SiD.02.12-R2 Certificate of Authorization #9503 FL1S216-R2 Revision 2: 04/27/201S Page 3 of 3 TtRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-924S FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-1112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity) ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The facsimile seal appearing was authorized by Robert Nlemhten, P.E. on 01 j27/2015. 1Tda does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nleminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. JTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein.' 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1S07.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM 0226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8 3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: 929!1 Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1S09) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ7006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment Is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This Is a building code evaluation. Neither Trinity)ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2. S.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 Rhinoltoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 0226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12-R2 Certificate of Authorization #9503 FL1S216-R2 Revision 2: 04/27/201S Page 2 of 3 R'1TR1N1TYjERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-Inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published Instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-Inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design,LLC. Evaluation Report 140510.02.12-R2 Certifkate of Authorization #9503 F115216-112 Revision 2: 04/27/201S Page 3 of 3 4/28/2017 Florida Building Code Online BaS Home I Log In I user Paostrallan I Mot Topics I Submit Surcharge I sat: B FJCa I PuMlcatlona I Fee Stott I BCIS Site Map I unks search b h rk Product Approval U . , y" trsert: Puagc user Product Approval Menu > Pm*Kt or Application Search > Amlicatlon list > Appilaatlen Oatall FL 9 F13792-R8 Application Type Revision Cade Version 2014 Application Status Approved Approved by DBPR. Approvals by OBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 SOI) 982-6511 acarter0lomanco.com Authorizod Signature Andrew Carter acarter*lomanco.com Technical Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 S01) 982-6511 Ext 361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext6163 acarter@lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or listing Certification Agency Miami -Dade BCCO - CER Validated By Mlaml-Dade SCCO - VAL Referenced Standard and Year (of Standard) Standard Year Mlaml-Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By 14 yY tI ''' _•;• i • ;•i: %""` Product Approval Method Method 1 Option A httpsJ/www.floridabulidirig.orgipr/pr app dd aspx?param=wGEVXQwtDgsFgPhXouzz9PGbeAdlkEk7oGQ6zyYrimko/aid 1/3 3 I 4/28/2017 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Code Online 09/30/2015 10/06/201S 10/09/2015 08/16/2016 urirmdryoPProduet' ..: -.s, '... -, --,•— I -- 1- FL iI ` " " Model, Nurinber or Nanie. 3792.1 , 135 Root Louver Limits of use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1. Refer to applicable building codes for required ventilation. 2. Model 13S Roof Vent and Model 2000 Power Roof Vent shall be Installed over composition shingles roofs only. 3. Model 135 Roof Vent and Model 2000 Power Roof Vent shall not be Installed on roof mean heights greater than 33 feet. Oescrlptlon. • . : • - Aluminum Roof Louver Certification Agency Certificate FL3792 RR C CAC—Lomanco13S __ 2000 PV _ NOA _ 0602.02.odf Quality Assurance Contract Expiration Date 08/17/2016 Installation Instructions FL3792 R8 II Lomanco 135 - 2000 PV - NOA 11-0602 02 odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Created by Independent Third Party: Yes 3792.2 730 Roof Louver Aluminum Roof Lower Limits of Use Approved for use •In HVHZ: YAs , Apropved for use.outslde HVHZ: Yes certlflcatlonAgency Certftata FL3792 RA C CAC L'dmanco 700 Serl - NOA t1- 0602.04.odf Impact Resistant: N/A Design Pressure: N/A Other: 1.'Refer to;appllcable building codes for required ' . ventilation. 2. Lomance's Model 730,750,770 Roof•Louyers, shall comply with applicable building code. 3. Lornanco's Model 730,7S0,770 Roof Lduv0s shall not. be installed on•roof mean heights greater than 33 feet. Quality Assuranca Contract Expiration Date. ' 08/16/2016 Installation Instructions' FL3792 RR 11. Lomanco 700 Series - NOA 11-0602 04 odf Verlfied:By: Mlaml-Dade BCCO - CER Created, by Independent Third Party:. Evaluation Reports FL3792. R8 AE -Lomanco 700 Series = NOA'11-060 •04'odf Created by independent Third Party: Yes 13792.3 17S0 Roof Louver -- rAluminum Roof Louver Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other- 1. Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,750,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,750,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. 3792.4 - -I 7.70 Roof Louver Limits of Use Approved for use in -HVHZ: Yes Approved for use outside HVHZ:.-Yes Impact Reststairt: N/A Design Pressure: N/A Other. 1, .Refer to applicable• building codes• furrequired' ventilation. 2, Lomanco's Model 730,750',770:Roof Louvers shall comply with applicable bulding code. 3. Lgrnango's .. . Model 730,750,776 koof•Louvers shall not be -installed on roof mean heights greater than 33 feet. . Certification Agency Certificate FL3792 R8 C CAC Lomanco 700 Series - NOA 11- 0602.04.odf Quality Assurance Contract Expiration Date 08/16/2016 Installation Instructions FL3792 R8 II Lomanco 700 Series - NOA 11-0602 04 odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Fl 792 R8 AE Lomanco 11.0602 04 odf Created by Independent Third Party: Yes Aluminum -Roof Louver . Certification Agenefr Certificate FL3792 R8' C CAC' Lomanco 7n0 cedes - NOA It- Quallty.Assulanode Contract Expiration Date 08/16/2016. , Installation Instructions Verified By:%Mlaml-Dade 8CC0 -- CER Created by Independent Third Party:.' Evaluation Reports: IIIOIIW /VV JCIIC - ITV by. Independent Third Party: Yes 3792.5 770D Roof Louver Aluminum Roof Louver Umlts of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL3792 R8 C CAC NOA IS-0709.09.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other. FL3792 RB II NOA 15-0709.09.odf Verified By: Miami -Dade. BCCO - CER Created by Independent Third Party: Evaluation Reports htlpsJ/www.0oridabullding.orgfpr/pr Opp dtl.aspx?param=wGEVXOwtDgsFgPhXouzzSPGbeMdlkEk7oGQ6zyYnmk%3d M 4/28=17 Florida Building Code Online FL3792 R8 AE NOA 15-0709.09.Ddf Created by Independent Third Party: Yes Contact Us :: 2601_Malr Stone Road. Tallahassee FL 32399 Phone: 6SO-482-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Aere_aihlihy Statement :- Refund Statement Under Florida law, email addresses ere public records. If you do not want your e-mail address released In response, to a public -records request, do not sand electronic mall to this entity. Instead, contact the office by phone or by traditional mall. V you have May questions, please contact 850.487.139S. -Pursuant to Section 4SS.27S(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide tha Department with an email address If they have one. The amalls provided may be used far official communication with the llcensee. However email addresses are public cacord, If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you ate a licensee under Chapter 4SS, F.S., please dice b9DL• Product Approval Acceptat offl Credit Card Safe ht0sllwww.flolidabullding.flrgfpr/aapp dtl.aspic?param=wGEVXQwtDgsFgPhXouzz(IPGbeVJdlkEk7oGQ6zyYnmk%3d 313 MIAMadA MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Mianri, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DMSION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA. is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hu'nicane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after.a renewal application has been filed and there bas'been no change in the applicable building code negatively affecting the perfonnance of this product. TERMINATION of this-NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and'removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date. may be displayed is advertising liferature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer -or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.1S-0831.07 and consists of pages L through 9. The submitted documentation was reviewed by Gaspar J Rodriguez. NOA No.: 16-0510.28 Muvtii auecourmr Eap[ratlon Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 ROOFING COMPONENT APPROVAL Category: Roofing Sub -Category: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/ 16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 6:5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025'. roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Center for Applied Engineering PRI Construction Materials Technologies MIAWDADE COUNTY Test Identifier Test Name MDC-98&99 TAS 100(A) LOM-013-02-01 TAS 100(A) RRWA-001-02=01 TAS 100(A) Date 03/t6/95 05/21/67 07/28/ 15 NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attaclunent of ridge vent system over composition shingles. Cutout: Vents sball be evenly centered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using harked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with arrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent -is centered over vent hole. Fasten the base to roof decking with 1'/4" altuninuin. annular ring shank nails. With the fast nail 1'/4" from roof louver end and'a minimurn of 6" o.c. at the front and backside'of louver vent parallel to the ridge. And with the fast nail 1'/4" from roof louver end and a mimInUm. of 8" o.c. at sides of louver vent. perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seal all -seams and nail heads with roofing cement. Ridge Shingle: N/A. Net Free Area: Refer to manufacturers published'literature. Minimum Slope: 2:12 MIAMMAOEC __NTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: System Type B: Cutout: Installation: Net Free Area• Minimum Slope: Model 750 Roof Louver Mechanical attachment of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf" cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. ApplyY2" wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between.the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion resistant #10-7 x 1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in Detail Refer to manufacturers published literature. 3:12 GENERAL LEWTATIONS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes: 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall'not be installed on roof mean heights greater than 33 feet. 4. Lomanco's. Model 730,750,750-9, 750-E, 770 Roof Louvers shall comply with 1517.6 of the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code -and Rule 6LG20-3 of the Florida Administrative Code. NOA No.: 16-0510.28 . rY Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A i I f. 700 SERIES LOUVERED ROOF VENT • NOA iYo.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 5 of 9 DETAIL B 750 SERIES LOUVERED ROOF VENT NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAIL B (CONTINUED) FASTENER LOCATION FOR METAL PANEL INSTALLATION OF 750 FARTRNRR MIAMMADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/36/16 Page 7 of 9 DETAIL C NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30%16 Page 8 of 9 DETAIL D 750-E SERi s LOUVERED ROOK VENT END OV THIS ACCEPTANCE MIAMI.DADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 9 of 9. r 4/28/2017 Florida Building Code Online gas Home I Log In 1 user Registration I Not Topics I Submit Surcharge I Stars a Fads I Publications I FaC Staff ( adS Site Map ( Unks i Se rah dDprProduct Approval USER: Puhllc User Product Approval Menu > Product orAAggl[ation Stanch > Aoallcotlon Llct > Application Detail c.:4F Te tr Fl. a> R-3792-R8 ti}• ;- • ;;,, Application Type Revision 5=; ;3'• c'= Code Version 2014 Appllcatlon Status Approved r;;,-.:•;;, r,::'-',:k•'•,'•:;?] Approved by OBPR. Approvals by OBPR shall be reviewed and ratified Ey;` '=.•: i'.s; =+,yfi : by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Lomanco, Inc Address/Phone/Email 2101 West Main Street Jaccsonville, AR 72076 501) 982-6511 acarter@lomanco.com Authorized Signature Andrew Carter acarter@lomanco.com Technical Representative Andrew Carter Address/Phone/Emall 2101 West Main Street Jacksonville, AR 72076 ' 501) 982-6511 Ext 361 acarter@lomanco.com Quality Assurance Representative Andrew Carter Address/Phone/Email 2101 West Main Street Jacksonville, AR 72076 501) 982-6511 Ext 6163 acarter0lomanco.com Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Certification Mark or Listing Certification Agency Mlaml-Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year Mlaml-Dade TAS 100 (A) 1995 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A httµsJJwww.floridabullding.orgfpr/pr app dtl.asps?param=wGEVXQwIDgsFgPhXolaz9PGbeAdlkEk7oGQ6zyYrmkp/o3d 1/3 412WO17 Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Florida Building Code Online 09/30/2015 10/06/201S 10/09/20LS 08/16/2016 m(of;ProAuets'.—_-.-._....'. .r° ". t.'.:'.i_,__T.— .T_.:1.. :1 .._....:!._._: •--... ......_ FL'# ` Model, Number or Nanjo. bescrfpthin;-' , 3792.1 135 Roof Louver r Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL 3792 R8 C CAC Lomanco 13S - 2000 PV - NOA 11- Approved for use outside HVHZ: Yes 0602.02.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 08/17/2016 Other. 1. Refer to applicable building codes for required Installation Instructions ventilation. 2. Model 135 Roof Vent and Model 2000 Power FL3792 R8 It Lomanco 13S - 2000 PV - NOA 11-0602 02 odf Roof Vent shall be Installed over composition shingles roofs Verified By: Mlaml-Dade BCCO - CER only. 3. Model 135 Roof Vent and Model 2000 Power Roof Created by Independent Third Party: Vent shall not be Installed on roof mean heights greater than Evaluation Reports 33 feet. FL3792 R8 AE Lomanco 135 - 2000 PV - NOA 11- 0602.02.odf Created by Independent Third Party: Yes 3792.2 • 730 Roof Louver Aluminum Roof Lower Limits of Use • . Approved for use In. HVHZ., Yes Ap6roved for. use outside HVHZ: Yes Certification -Agency Certificate_ _-- FL3792 R8 C CAC Lomanco 700 Series - 140A 11- 0602.04.odf Impact Resistants N/A Design Pressure: N/A • •. Other: 1. Refer to:applisable building codes for required ventilation. 2. Lamanco's Model 730,7S0,770 Roof lotr4ers • shall comply with applicable building code. 3. Lomanco's • Model'730,7S6,770'Roof LCuvPrs shall not -be installed on•eoof mean heights: greater than 33 feet. : ' : •' ' : Quality Assurance Contract Expiration, Date. OB/16/2016 '. ' ' ' IhstLiltallon Instructions FL-3792 Re It• Lofnanco 700 series - NOA It-0602 ne pdf Verified AY: Mlami-Dade BCCO - CER- Cr@ated'by Independent Third Party:. Evaluation Reports FL3792• R8 AE..L.omanco 700 Series - NOA 11 0602 04'ndf Created by' independent third Party:. Yes 3792.3 750 Roof Louver Aluminum Roof Louver Llmfts of Use Approved for use In HVHZ: Yes Certification Agency Certificate FL3792 R8 C CAC Lomanco Inn Series NoA .+- Approved far use outside HVHZ: Yes 0602.04.odf Impact Resistant: N/A Design Pressure: N/A Quality Assurance Contract Expiration Date 08/16/2016 Other: 1. Refer to applicable building codes for required ventilation. 2. Lomanco's Model 730,7S0,770 Roof Louvers shall comply with applicable building code. 3. Lomanco's Model 730,7S0,770 Roof Louvers shall not be Installed on roof mean heights greater than 33 feet. Installation Instructions FL3792 R8 LI Lomanco 700 Series - NOA 11-0602 04 odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports FL3792 R8 AE Lomanco 700 Series - NOA 11-0602 04 odf Created by independent Third Party: Yes 3792.4 770 Roof Lower Aluminum'Roof Louver Limits of.Uso Certification Agency CartlAcate ^ Approved for use in•HVHZ: Yes' " ' ' FL3792 R8• C -CAC' LoIqonib 700 Series '- NOA 11- - Approved for use outside HVHZ: -Yes 0602:o4:odt ' Impact Resistant: N%A' Quality.Assufance Contract Expiration Date Design Pressure: N/A • 08/16/2016: Other. 1. Refer to applicable building codes forrequired' Ihstallationlnstruetlons ventilation. 2.. Lomanco's Model 730,756,779 hoof Louvers E 3102 FL8 It -Lomanco.700 Series - NOA 11-060 ne.n.'f shall coinply with -applicable bulding code. 3. Loap4o's ... m Verified By:'.Miaml-Dade BCCO - CER Modeldel 730,7S0,776 Roof"Louvers shall not be -installed -on roof Created by Independent Thlyd'Party:'' mean ryelghts greater. than 33 feet. Evaluatfon Reports FL3792 •a8 AE Lomanco 700 Series - NOA 11-0602 04 odf Created by. Independent Third Party:.Yes 3792.5 7700 Roof Louver Aluminum Roof Louver Limits of Use Certification Agency Certificate Approved for use In HVHZ: Yes FL3792 R8 C CAC NOA 15-0709 09 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: N/A 10/04/2020 Design Pressure: N/A Installation Instructions Other: FL3792 R8 lI NOA 1S-0709.09 odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports http:thvww.floridabidlding.orgfpr/pr app dtl.asp:?param=wGEVXOwtDgsFgPhXw=SPGbe%4dlkEk70GQ&yYnmk%3d 213 4128/M17 Florida EUld ing Code Online FL3792 R8 AE NOA 1S-0709.09.odf Created by independent Third Party: Yes 0201ItC4A% Contact Us :: 2601 Glair Stone Road. Tallahaseee Ft. 32399 Phone: 6S0.4e7-1824 The State of Florida Is an AA/fi0 employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under floriEa law, email addresses are public records. If you do not want your e-mail address released In response to a public -ramps request, do not send electronic mall to this entity. Instead, comact the office by phone or by tradidanal mall. If you have any questions, piuso contact GS0.497.139S. 'Pursuant to Section 4SS.275(t). Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an emall address If they have are. The amalls provided may be used for official communication with the'llcensee. However email addresses are public cacord. 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 publie. To determine If you are a Ilcansee under chapter 4SS, P.S., please dick ypIL. Product Approval Acceptai OM Credit Card Safe hltpsJ/www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXCiwtDgsFgP o=QPGboVJdlkEk7oGO6zyYnmk%3d 3/3 MAW MIAMI-DADS COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miani, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DMSION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) . www.miamidade.eovleconomv Lomanco, Inc. 2101 West Main Street Jacksonville, AR 72076 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section in Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this Product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 700 Series Louvered Roof Vents (730, 750, 750-S, 750-E, 770) LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after.a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this--NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and%or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to coinply with any section of This NOA shall be cause for termination andremoval of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date.inay be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA No.15-083 L07 and consists of pages 1. through 9. The submitted documentation was reviewed by Gaspar I Rodriguez. MIAMFDADE COUNTY NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 1 of 9 r ROOFING COMPONENT APPROVAL Cateeory- Roofing Sub-Catezorv: Ventilation Material: Aluminum TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specification Description Model 730 12-3/16" x 17-3/4" x 4" TAS 100(A). Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with. a 6.5" diameter opening. Model 750 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-S 16" x 20-5/16" x 5" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 750-E 23" x 27-1/4" x 5" TAS 100(A) Embossed aluminum static lowered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 8.3" diameter opening. Model 770 16-5/8" x 22-3/8" x 6" TAS 100(A) Embossed aluminum static louvered Louvered Roof Vent Min. thickness 0.025" roof ventilation system with a 9.75" diameter opening. MANUFACTURING LOCATION 1. Jacksonville, AR EVIDENCE SUBMITTED: Test Agency Test Identifier Test Name Date Center for Applied Engineering MDC-98&99 TAS 100(A) 03/16/95 PR1 Construction Materials LOM-013-62-01 TAS 100(A) 05/21/67 Technologies RRWA-001-02-01 TAS 100(A) 07/28/15 NOA No.: 16-0510.28 WMWM1-DADEC0qtMM Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 2 of 9 APPROVED APPLICATIONS Tradename: Model 730,750,750-S, 750-E, 770 Roof Louvers System Type A: Mechanical attaclunent of ridge vent system over composition shingles. Cutout: Vents shall be evenly tentered. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe a circle that is the same diameter as the vent throat opening. Starting at the drill hole; cut vent hole along the scribed circle. Installation: Vents should be evenly spaced on the rear slope of the roof. Remove roofing nails from top row of shingles so the flashing of the roof vent will slide under shingles.. Apply approved roof cement around the edge of the hole. Carefully slide base of vent under shingles with anrow pointing up (non -louvered slant back facing the peak of roof). Make sure the throat of the vent -is centered over vent hole. Fasten the base to roof decking with 1 %." aluu nuin annular ring shank nails. With the fast nail P/e" from roof louver end and'a minimu of 6." o.c. at the front and backside'of louver vent parallel to the ridge. And with the first nail L'/4' from -roof louver end and a minimum of 8" o.c. at sides of louver vent. perpendicular to ridge, keeping heads of nails under shingles where possible (see 700 Series louver roof vent profile drawing). Seat all -seams and nail heads with'roofing cement. Ridge Shingle: N/A.. Net Free Area: Refer to manufacturers publishedliterature. Minimum Slope: 2:12 MIAM W COUNTY NOA No.: 16-051Wj0.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 3 of 9 Tradename: System Type B: Cutout: Installation: Net Free Area: Model 750 Roof Louver Mechanical attaclunent of ridge vent system over non-structural, standing seam, or snap lock, metal roof panels with a minimum width of 16". Vents shall be centered evenly in the field of the panel between the seams. Center the vent hole between rafters and maximum 18" down from the ridge line to keep the top of the roof vent below the ridge line. Mark this position. Using marked position as center point; scribe an 8" circle. Starting at the drill hole; cut vent hole along the scribed circle. Vent flange width may be reduced to allow enough clearance to fit within the seams. Metal pans shall be "kerf' cut to receive the upslope portion of the vent flange. Position vent such that the upslope flange slides through the metal panel cut and underneath the metal roof covering. The remaining three sides of the flange rest on top of the metal panel. Apply %' wide beads of an approved ASTM C920 sealant between the upslope flange and underside of roofing. Place additional beads of sealant on the other three sides of the flange between the vent flange and the topside of the metal panel. Secure the vent to the deck using (7) corrosion'resistant #10-7 x.1-1/2" hex washer head screws. Fasteners shall be installed in the (7) locations shown in. Detail Refer to manufacturers published literature: Minimum Slope: 3:12 GENERAL LM TrATIOIYS: 1. Refer to applicable Building Code for required ventilation. 2. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers shall comply with all applicable building codes'.' . 3. Lomanco's Model 730,750,750-S, 750-E, 770 Roof Louvers sball'not be installed on roof mean heights greater than 33 feet. 4. Lomanco's Model 730,750,750-S, 750=E, 770 Roof Louvers* shall comply with 1517.6 of the Florida Building Code FBC) 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 6LG20-3 of the Florida Administrative Code. NOA No.: 16-651.0.28 MIAMMADE COUNTY= Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 4 of 9 DETAIL DRAWINGS DETAIL A J I I jfI 700 SERIES LOWERED ROOF VENT NOA No.: 16-0510.28 Expiration Date: 08l16/21 Approval Date: 06/30/16 Page 5 of 9 DETAIL B NOA No.: 16-0510.28 Expiration Date: 08/16/21 Approval Date: 06/30/16 Page 6 of 9 DETAIL B (CONTINUED) FASTENER LOCATION FOR METAL PANEL INSTALLATION OY 750 MIAMMADE COUNTY NOA No.: 16-05' Expiration Date- 0' Approval Date: i DETAIL C DETAIL D 750-E SERIFS LOUVERED ROOF VENT END OF THIS ACCEPTANCE NOA No.: 16-05' oE coutv7r Expiration Date: 0' Approval Date:, i Starlight Homes Florida LLC 1018924 City of Sanford 002446 Inv. Date I PO / Invoice No. I Community / Lot # Amount Hold/Ins. I Discounts I Net Payment 09/05/17 65 PLAN FEE 364.00 364.00 Total 364.00 0.00 0.00 364.00 BP200I03 CITY OF SANFORD 9/21/17 Application Inquiry - Fees 07:31:41 Application number: 17 00002798 Property 3990 NIGHT HERON DR Fee Class/Type/Description Trans amt Amt due Struct Permit Insp A AF 01-APPLCTN FEE -BUILDING 25.00 25.00 A BR 01-BLDG PLAN REVIEW 342.00 342. i 3 0° Credit fees due: .0 Revenue fees due: 367. 0 Total due: 367.00 Press Enter to continue. F3=Exit Fll=Change view F12=Cancel F10=Amt billed CITY OF SANFORD CUSTOMER RECEIPT +** Oper: BLANTOND Type: CC Drawer: 1 Date: 9/21/17 81 Receipt no: 1%887 Year Number Amount 2017 2798 39" NIGHT HERON DR SANFORD, FL 32773 BP BUILDING PERMIT RECEIPTS 364.60 Tender detail CK CHECK Total tendered Total payment Trans date: 9/21/17 2446 $364.60 364.08 364.00 Time: 7:33:23 Bottom COUNTY OF SEMINOLE M 4zcr ` r7 Q Q IMPACTFEESTATEMENT Q( STATEMENT NUMBER: 17100006 DATE: September 25, 2017 I BUILDING APPLICATION #: 17-10000698 a y I BUILDINGPERMITNUMBER: 17-10000698 '"'1 UNIT ADDRESS: NIGHT HERON DR 3990 17-20-31-502-0000-0650 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVENUE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3990 NIGHT HERON DR / LOT 65 SFR WYNDAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS- ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADCOLLECTORSN/ A 00 1. 000 dwl unit 00 FIREESHousing R 00 LIBRARYCO - WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHQOLS CO -WIDE ORD Single Family Hou iing 5,000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/ A 00 DRAINAGE N/ A 00 00 AMOUNT DUE 5, 759.00 STATEMENT RECEIVED BY: LnIGNATURE: PLEASE INT NAME) DATE: Cal,C' NOTE TO RECEIVING SIGNATORY/ APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RREESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS SEMINOLE COUNTY ROAD FIRE/ RESCUE ISSUANCE OF A BUILDNG PERRMMIT. PERSONS ARE ALSO ADVISED THAT ANY TO APPEAL THE CALCULATION OF ANY MUST BE EXERCISED BY FILING A WRI DAYS OF THE RECEIVING SIGNATURE D CERTIFICATE OF OCCUPANCY OR OCCUP A STALIBRARY AND/ORNT OF EES DUE DUCATIONALTHELATERTHAN FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407- 665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDERAND SHOULD REFERENCE I THE COUNTY BUILDING PERMIT NUMBERATTHEOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. WYNDHAM PRESERVE - LOT 65 SPECIFIC PURPOSE SURVEY FORMBOARD) BLTELDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. um; k q-a-Igg WYNDHAM PRESERVE LOT 6S PB 81, PG 93) LOT 64 I /9 G G I 27.8' i LOT 65 AREA 7,144 41. ± o CW7 t " M az W PROPOSED 1 STORY RESIDENCE 9.3 3990 NIGHT HERON DRIVE tO 1769 HAWKING Pt ELEVATION - T 5 3 GARAGE -LEFT 9.3 c FORM 30ARD N t2 FFE= 25.84 58.0 r- 1 - -- PAD J z O I dw y i f .°` a 119. 06' S89'43103V i LOT 66 I I I rcr—rvvi cqui ment ILEGEND:ADUSSD-Access/Drainage/Utilities/SidewalkLB -Licensed usiness BFP-Backflow, Preventer Siht Distance Easement9 S -Survey PRM -Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L-Florida Power & Light P -Plot FFE -Finish Floor Elevation D. . -Deed Book Water Meter O.R.-Official Records Book D4-Water Valve P.B. -Plot Book i7'-Fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev. -Elevation RtCD4-Reclaimed Water Valve Conc. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk EI -Electric Box FFE-Finished Floor Elevation O-Utility Pole CI -Curb Inlet Guy Pole GTI-Grote Top Inlet tight Pole P.U.E.-Public Utility Easement t--Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride O-Storm Sewer Manhole NCS-No Corner Set (Falls in Water) G-Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole D.U.E.-Drainage Utilit}yy Easement Coo -Clean Out FMGD -MAG NAI & UISK XK 4-Irrigation Control Valve P.K.-Parker Kolon Nail Sign SIR -Set 1/2' Iron Rod LB7768 WD4-Gate Water Valve SPKD-Set P.K. & Disk L.87768 Gas Meter FlR-Found 1/2• Iron Rod L87768 1 -Existing Grade FP -Found 1/2• Iron Pipe L87768 FPKD-Found P.K. &Disk CI -Blow -off Valve DrainageNailL87768 Flow Direction FCM -Found 4•x4" Concrete 10.0 -Proposed Design Grade Description I Date I Dwn.ICk'd I P.C.IOrder No. Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE% City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side 7.5' SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for "WYNDHAM PRESERVE City of Sanford Seminole County, Florida. PCP N E DIINIENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT = 7.144 SQ.FT. LIVING AREA= 1,769 SQ.FT. GARAGE 410 SQ.FT. PORCH = 43 SQ.FT. DRIVEWAY = 532 SQ.FT. PATIO = 109 SOFT. WALKWAY = 40 SQ.FT. IMPERVIOUS= 40.4 X SOD 4.252 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1,500 SQ.Fr. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.Fr. SOD = 246 SQ.Fr. TOTAL AREA AREA = 8.644 SQ.FT. DRIVEWAY = 646 SQ.FT. SIDEWALK = 340 SQ.FT. SOD = 4.538 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 A" 5. This Specific Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 65, according to the plat SURVEY) of "VVYNDHAM PRESERVE" thereof as recorded in Plat Book 81, page 93 of the Public Records, Seminole County, Florida This certifies that a survey of the hereon described propertywasmadeundermysupervisionandmeetstheStandardsof Mai land, F ley Place, Suite 109 Maitland, FL 32751 Practice set forth by the Florida Board of Professional Phone: (321) 270-0440 Surveyors & Mappers in Chapter 5J-17, Florida Administrative Fax: (813) 248-2266 code, pursuant to Section 472.027. Florida Statutes. Licensed Business No. LB 7768 GeoPoint Surveying, Inc. es D. eviner LS6915 Drawn:MTP Checked:JDL P.C.: Data File:erimnEmt-plat FLORIDA PROFESSIONAL SURVEYOR & MAPPER NO. ................ Date: 12/27/17 Dwg: BrirsonEmt-Low Order No.: INOTVAUDWITHOUTTHESIGNATUREANDTHEORIGINAL SEC. 17 - TWN. 20 S. - RNG. 31 E Feld Bk, RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER Pe,rc Ar -* (-I - 91=Fzl TRI-COUNTY TESTING LABORATORIES, INC. 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 ORDER NO: FL—i REPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROJECT VV) tl wN G• ;.. i Lv I" PROCTOR SPECIFICATION: CONTRACTOR '" ' ,S `1 a ••-¢ S OPTIMUM MOISTURE: = `` % REPORTED TO: LOCATION: MATERIAL: 5" DATE TESTED: .I '. Z ' MAXIMUM DRY DENSITY: I L` `i DRY DENSITY MAX DRY DENSITY PERCENT OF MAX. DENSITY MOISTURE. PERCENTLOCATIONDEPTH INCHES lbs. cu. R. lbs. cu. ft. i G .,ti /0Z. fGc.f.1 jY 7- Submitted by, CITY OF SANFORD k BUILDING & FIRE PREVENTION PERMIT APPLICATION END Application No: Documented Construction Value: $ *114 -00 }-, 3• Job Address: 3990 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-502-0000-0650 Residential X Commercial Type of Work: New x Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Title: Pre -Construction Coordinator Phone: 407-886-3729 ext. 163 Fax: Email: arosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO City, State Zip: Lake Mary. FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnerryAir Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces. boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51a Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date 0- 1 /2118 Signature of Contra or/Agent Date Robert Jkv IN Notary Public State of FloridaArtonnaCRosenwinkel 1< My Commission GG 14703E a wa` Expires I OMI12021 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID 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: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER Inh lie TA'11A Date: 8/2/2017 144677 Subdivision I Phase I Bid I UU Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 1 1065 3990 Night Heron DrADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: Sanford JFL 132773CITY/STATE/ZIP: Lake Mary. FL 32746 City / State / Zip 1769 SModel/Bldg: Order Taken By: Job Contact: S Woolwine Equipment Brand: Carrier 14 Seer Heat Pum A/H-1 or Furnace FB4CNP030L00 R410a A/H-2 or Furnaci Job Phone: 4077301311 Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NB03000G CU-2 Date Required: TStat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 1st FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency A/H-3 or Furnace A/H4 or FurnactMUSTBEACCURATEANDCOMP Heater or Coil Heater or Coil Bldg. Permit# Township: Sanford CU-3 TStat: CU4 T'Stat: Fitter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency Zoning Brand: Honeywell/Johnstone Vent. Damper Y8150A1017 Q 1EAIPullsPermit: yes Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 319.01 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped StI. 12 X Flue Pipe: X Grs.Stamped Returr 6 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BFQ80 2 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description 03-Fabrication Labor Hours Cost 1.54 19.40 Rou hin 2.137.00 21.33 319.9504-Installation Labor 06-Piping Labor 6.38 108.38 Trim 2,137.00 14-Kitchen Vent Trim 1.048.8702-Material/Tax 1,339.77 Permit 70.0001-EquipmentlTax 80.0009-Permit/Other 1.17 14.77011-Delivery Labor 20-Pull Material Labor 2.34 29.55 Total Contract: 4,344.00 2.50 42.5012-StartupLabor M Job M Ashton= Starlight Brisson Performed for. Lot 651769 TL Sanford. FL 32M Level 1 Energy Air, Inc 5401 Energy Air. Ct Orlando. FL 32810 Phone: 407-886-3729 wwwenergyalrcom GRenner@@energyaircom Scale: 1W = 17 Page 1 RightSuite® Universal 2017 17.0.03 RSU17013 2017-dey-18 11:11:02 dhem PreservelLat 65 1769 TL.rup CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: • ' , 1 t7 q Documented Construction Value: Job Address:,_ Q D l l ( t Parcel ID: Historic District: Yes No Residential CommercialTypeofWork: Nel v Addition Alteration airRep Demo Change of Use Move Description of Work: _ I f OA A) 1 i`i I n t,., ., . . t _ Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name Phone: LStreet: i D ! L Resident of property? : City, State Zip: I Contractor Information t e r r rr f I'l f' l' 1 Y I( ,(`} Phone: `% -• % Street: ntC ZO„ Fax: i 7 ` ( pl City, State Zip: i — I Y State License No.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OFCOMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. 0 fER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work willbedoneincompliancewithallapplicablelawsregulatingconstructionandzoning. Signattue of Owner/Agent Date Print lhvner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID e 'a /ia I J7 atureofContractor/Agem Date L' ontr2ctor/ Agent's Name Signature of tdotary•State of F ro° tt, FAMEIA STERNUS Cotnmission A GG 110622 Expires August 7, 2021 form 8-"rtwe490Warysenba Contractor/ Agent is'i Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing0 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: COMMENTS: FIRE: BUILDING: Revised: June 30. 201 Permit Application or CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION D . Application No: I ' 2 98 Documented Construction Value: $ 6925 Job Address: 39ciO V'k4 ht Hrsar\ 7y Historic District: Yes No []' Parcel ID: Residential Q Commercial Type of Work: New 19 Addition Alteration Repair Demo Change of Use Move Description of Work: S 1't2 - rAc1irU) t,s1-40!5 Plan Review Contact Person: {21a n5 Sent bi; IoL a* (cLer Phone: Fax: Email: Property Owner Information Name Phone: Street: City, State Zip: Resident of property?: Contractor Information Name ( S K4e Ac.,, PIS LVt1toI l Phone: Street: Qi-+c)c 8mr-kvv%cA Fax: qo3-2yo-(4wb& City, State Zip: Q-1 e-„dU fit_, 3 2-,c.-,2-V State License No.: CFG C,W 3 q2- ArchitectlEngineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN 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: 50 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owns/Agarc 0 Signature of Contractor/Agent Date Print Owner/Agent's Name Print Contrador/Agent's Name Signature of Notary -State of Florida Date Signature of Note y-State of Florida Date PAT SUSI MY oUN ISSION t FF 12M EXPIRES: August 25, 201a iF;' BandodTiwtkWryPnolicilnden.en _ Et,v Owner/Agent is Personally Known to Me or 8 ontractor/Agent is Personally Known to Me or Produced ID Type of ID 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: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application i 9507 State Road 52 123 Miller Road li 1 9701 Bachman Road Established 1973 Hudson, FL 34669 VaMoo, FL 33594 /r-. Orlando. FL'32824 www.RJKleity.com 727 863 5486 813 661 0707 407-855-2636 State License # CF-CW0 I?...I, KiELTY Page: I Of Proposal No: 717-13533 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Firefly - 1827 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete in accordance with specifications below for the Sum of: $5,925.00 Payment to be made as follows: 400/6 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 Ike manner according to standard practices. Any alteration or deviation from specifications below involving extra costs will ecuted only upon written orders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, accide r del b our control. art fire, tornado, and e'rr necessary Insurance. Our workers are covered by worker's compensation Ins ce. ( t HAUTHORIZEDSIGNATURE: THIS ROPOS L MAY BE WIT DRAWN IF NOT ACCEPTED IN 30 D We hereby submit epedficati s and e mates for. Master Bath, 1 Shower Sterling Accord 60x36 Base 72270100 White With Walls And Moen Chateau TL182 Chrome Valve 1 Toilet Gerber Maxwell 21-9121.28 White Elongated 1 Lev By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath 1 Tub Sterling Accord 6040 71140120 White With Walls And Moen Chateau TL783 Chrome Valve 1 Toilet Gerber Maxwell 21-9121.28 White Elongated 1 Lev By Builder With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE. Backfilling Included For Sewer & Water Only (Slab Backfilling By Others) Backilow Preverners Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance: Additional $12 per foot 49 Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Uen 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 i outlined above. I agree to pay reasonable attorneys fees court costs In the event of legal action. A monthly service charge of 1 1/2% will be added after'< days. Any sewer taps deeper than 4 1 /2 feet or requires baddloe or dewatering will be an extra charge. SIGNED: wvLa X DATE OF ACCEPTANCE & PAGE 2: JU I /r 4— Branch: Hudson `Last Edit By: Last Edit Date: 7/27/2017 V Revision q/ City of Sanford Response to Comments r Building & Fire Prevention Division FEB 18 Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov2018 ,; 4 ' Permit # Submittal Date Project Address: 1rN Contact: Ph: Fax: Email: @ si 1 LO Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building General description of revision: ROUTING INFORMATION Approvals 4Gr 3. 1- M Lumber design'values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RECORD COPY RE: W P0065 - W P0065 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: W P0065 Model: 1769 Tampa, FL 33610.4115 Lot/Block: 65 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: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Spccd: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 23 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# IT124697241AITruss Name Date111/9/17 No. 118 Truss Name Date 1 Seal# 1 T12469741 D1 11/9/17 12 JT124697251A2 J 11/9117 119 IT12469742 D2 111/9/17 1131T124697261A3111/9/17 120 I T124697431 E1 111/9/17 4 IT12469727IA4 11/9/17 21 IT12469744JEJ3 111/9/17 1 5 JT12469728JA5 11/9/17 22 IT12469745JEJ5 11/9/17 6 T12469729 1 A6 11/9/17 23 1 T12469746 EJ7 11/9/17 7 T12469730 A66 11/9/17 1 REVISION 18 1 T12469731 1 A7B 111/9/17 19 I T124697321 B1 111/9/17 10 IT124697331BJ1 11/9/17 11 T12469734 BJ3 11/9/17 112 IT124697351BJ5 11/9/17 13 1 T12469736 1 C1 11/9/17 1 114 1 T12469737 1 C2 11/9/17 115 1 T124697381 CJ3 111/9/17 1 116 1 T12469739 1 CJ5 111/9/17 1 117 1 T124697401 CJ7 111/9/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 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/rPl 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. 0,I c SA14FORD 98 E IVA4e'' o 39380 p TATE OF 0 N A,"?,` Thomas a AICaN PE No.39360 M(rek USA, Inc. Fl. Cart 6634 6904 Parke East Mvd. Tampa fl 33610 Date: November 9,2017 Albani, Thomas 1 of 1 Job Truss Truss Type 9ty Ply WP0065 T12469724 WPoo65 Al Common 11 t Job Reference(optional) Builders Fe815outce, Tampa. Ptam City. Plana 33565 r.wv a Aug i o evr r me ex mausures, mc. i nu - w w sv ,w cv 1 i rage . I O:rlytRhmE Rah3zfiORgKYR9zPCPY-09?J PFdn6gbru8gpK01XtM885zth71ZSV gs4 UgyKz Pt 1-0- 6-0.7 12.7.125.4.16 31.11.9 38-0-0 9-0 0 6-0-7 86.10 6d-15 6-4.15 6 6.10 6-0-7 -0 Sx6 = 5.00 rl2 Scale - 1.6S.7 3x6 = a " .. 14 „ 3x6 = 3x4 = 4x6 = 3x6 = 06 = 3x4 = 9.2-14 19-0-0 28.9.2_ 38-0-0 A..te A.A.9 A•A-9 9.2-td Plate Offsets MY)— 12:0.3.0,Edge], 14:0-3-O.Edael, 18:0-3-0,Edgel, 110:0-3.0.EdAel LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well led PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.26 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 097 Ven(rL) -0.67 14-16 >665 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(rL) 0.16 10 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 186 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 13.15: 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1453/0-8-0, 10=1453/0.8-0 Max Horz 2=- 1 16(LC 13) Max Upllil2=-389(LC 12), 10=-389(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.6 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpi 7-14. 5.14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2932J1835, 3-4= 2677/1666, 4-5=-2595/1677, 5.6=-1859/1272, 6-7=-1859/1272, 7-8=-2595/1677, 8-9=-2677/1666, 9-10=-2932/1835 BOT CHORD 2-16=-15642641, 15-16- 11842173, 15-17_ 11842173, 14-17=-11842173. 14-18- 1187/2173, 13.18_ 1187/2173, 12-13= 1167/2173, 10.12=-1576/2641 W EB'S 6.14=-677/1062, 7-14=-696/579, 7-12=-169/513, 9.12=-302/359, 5-14=-696/579, 5-16=-189/513. 3-16=-302/359 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. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) 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 gnp DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.0psi. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qtdb) 2=389, 10=389. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. WARNING - Vadly design paramordrs and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE N9.7473 rev. I&MMf6 BEFORE USE. Design valid for use only Win Mnek®corvwclors. ails cieslgl Is IXssed orgy upon parameters shown. and Is for an Individual bolding component. not a uuss system. Before use. the txAdng designer must verify the cW01coUlty, of deslgn parameters aril ixopedy Incorporate this design Into the overall txA<11r1g design. Bracing Indicated Is to Ixevent budding of Individual truss web and/a chord members only. Additional temporary and permanent txaclrlg MiTek' Is always tecplred lar staUlty and to prevent collarm with posWe personal frth+y arid txoperty damage. For general guidance regarding he latx1callon. storage, delivery. erecllon and tvacing of trusses aril truss systems, seeANSI/IPI I Quality Criteria, OS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaltable from truss Rate bull hire. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type 9ty Ply T12469725 WP0065 A2 Hip 2 IWPOO65tIJobReference (optional) Builders FirSlSoufcs, Tampa, Fiord City. Florida 33555 7 640 s nuy .o cv.v mn — a wa. wa. 4m;. ii.. .,, ;z . 10: rylRhmE Rah3zfiQRgKYR9z PCPY•sLZhebePt JiVIO?t4Gm PahK&N Dws ExbkpbdOHyKzPs 1-0 56-0 116.10 1700 21-0.0 26.5.E 326-0 38-0-0 9-0-0 56-0 6-0-95-56 4-0-0 5.56 6-0.9 56-0 00 3x6 = 3x4 = 5.00 12 5x8 = Us = 16 15 4x6 — 30 = 30 = 4x6 = 3x4 = Scale = 1:68.3 2 17 0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) -0.49 13-15 >915 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(TL) -0.97 13-15 >461 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.18 11 We rJa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 189 lb FT = 20°e LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.1-12 oc puffins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=145310-8-0, 11=1453/0-8-0 Max Horz2=104(LC 16) Max Uplift2=-377(LC 12), 11=-377(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2982/1815, 3-4=-2791/1717, 4-5=-2676/1728, 5-6=-2011/1336, 6-7=-1806/1289, 7-8=-2011/1336, 8.9-2876/1728, 9.10=-2791/1717, 10-11= 2982/1815 BOT CHORD 2-18=-1548/2674, 17-18=-1223/2241, 16-17=-1223/2241, 15-16-842/1806, 14-15=-1226/2241, 13-14=-1226/2241, 11-13=-1563/2674 WEBS 3.18= 220/297, 5-18— 204/504. 5-16— 646/516, 6-16— 299/516, 7-15=-299/516, 8-15=-646/516, 8-13=-204/504, 10.13=-220/297 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.Opsl; h=1511; Cat. If: Exp C; Encl., GCpi=0.18, MW FRS (envelope) and C-C Exlerior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 lit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qtdb) 2=377, 11=377. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING • Varlly deagn peramotors and READ NOTES off THIS AND INCLUDED MITEK REFERANCE PAGE MD7472 rov. 140V 0IS BEFORE USE Design valid lot use only with Mllek®connoclois. Ms design is based only upon paramtolors shown, and is (of an Individual buldiN component, not a Inns system. Belie use. Ile building cleslpner must vedfy the appWkalNity, or cdesdgn parameters and rxoperly klcofpoiale this din Into the ovetall U01aln g design. Bracing lndlcaled Is to txevenl WcWing of Indlvlducd Truss web and/or chard membets orgy. Addlllorxd temporary and permanent bracing WOW is always requited lot stablllly and to prevent collapse Win possible personal May and property damage. for genial guidonco tegc fcgng the IatxkalbrL storage, delivery. erection and bacing or trusses and buss systems seeANSI/IPI I Quality Criteria. OSB69 and BCSI Wilding Component 6904 Parke East Blvd. Safety Information available horn truss Plate hlslllute. 218 N lee Street. Suite 312. Alexandria. VA 22314. Tampa. 1. 33610 Job I puss rush ype ty T12469726 W P0065 A3 HrP 2 l IWPO066JobReference (optional) Builders FuStSource, Tama, Plant Cny, Florida 33566 7.640 a Aug 16 2017 MTek Industries. Inc Thu Nov 09 09:30 32 2017 Page 1 10:rtytghmERah3zfiORgKYR9zPCPY-KY73gw11 eHr27SzBSRn?ynEOknbRbnbkzTLBYjyKzPr 1-0 7.4.11 15.0.0 23-0-0 30.7.5 38-0-0 9.0-0 07-4-11 7.7.5 8-0-0 7.7-5 7.4.11 -0 0 Sx8 = 5x6 = Scale = 1:68.3 3x6 = 16 " 14 " 13 " 11 3x6 = 2x4 If 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 YES BCOL 10.0 Code FBC20141TPI2007 LUMBER - TOP CHORD 20 SP No.2 'Except' 5- 6: 2x4 SP No.I BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 2=1453M-8-0, 9=1453/0.8.0 Max Horz 2=-93(LC 13) Max Uplift2— 363(LC 12), 9=-363(LC 13) 06 = 3x4 = 3x8 = 4x6 = 2x4 11 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.95 VBrt(LL) -0.2213-14 >999 240 MT20 244/190 BC 0.83 Vert(TL) -0.54 13-14 >832 180 W B 0.27 Horz(rL) 0.19 9 We rVa Matrix) Weight: 185 lb FT = 20%, BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4.7.12 oc bracing. WEBS 1 Row at midpi 3-14, 5-13, 8-13 FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2953/1756, 3.4=-2232/1368, 4-5=-2148/1390, 5-6=-1992/1363, 6.7=-2149/1390, 7- 8=4233/1368, 8.9=-2952/1755 BOT CHORD 2.16_ 1479/2641, 15-16=-1479/2641, 14.15=-1479/2641, 14.17= 965/1992, 13- 17=-965/1992, 12-13= 1491/2641, 11-12= 1491/2641, 9-11— 1491/2641 WEBS 3-16=0/314, 3-14=-718/570, 5.14=-165/502, 6-13=-164/502, 8.13=-717/570, 8-11=0/313 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf: h=15ft; Cat. II; Exp C; Encl.. GCpi=0.18: MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other five loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a feclangfe 3-6.0 tall by 2-0-0 wide will fil between the bottom chord and any other members, with BCOL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=363, 9= 363. 7) - Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARN/ NO- VetBy design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE MD-7473 rov. 10AMWIS BEFORE USE. Design vaIkb lot the only aim Wlek®conneclois. M cknlgl is bas[d only upon parameters shown. and Is for an hdt%AMK3i b uldirlg Component. no, a Inns systom. Before use. the b ulk&V deslpner must verity the ap Alcablilly of ckisiprl parametors and properly incorporate this dtnlgn Into the oval., building design ®ache Indicated Is to buclafr,g of IWIvklual ttuss web anct/or chard members only. Addillonal temporary and permanent tracing WOW preventis always fecplred kx slotdily and to provenl collapse wilh possible personal bitty and property damage. For general guidance regarding me 6904 Parke East Blvd. fabrication, storage, delivery, erection cmcf tractng of irises acl truss systems. seeAHSVIPI I Quality Criteria, OSB-89 and SCSI Su9ding Component Tanpa, FL 33610 SafetyInformationovdtabtefromfrttsRateinstitute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314 Job Truss Truss Type Qty Ply Tt2469727 W P0065 A4 Hip 2 1 IWPOO65JobReference (optional) Builders FuSISource. Tampa. Plant City, Florida 33566 t.wu s Aug 162017 Mn ea inausuies, im. a vv ve ve " vo 2wi gu . I0:rtytRhmERah3ztiORgKYR9zPCPY-pkhR 1 GggPbzOlcYN981 EV?mf8BwOKFOuB74k411yKzPq 1-0 7 0 7 13-0-0 19-0-0 25-0-0 30.11.15 36-0-0 " 07.0-1 5.11-15 6-0-0 "_0 5.11.15 741 5x6 = 2x4 II 5x6 = Scale = 1.67.2 3x6 = ,. - 12 3x6 = 3x4 = 3x6 = 3x6 = 3x6 = 3x4 = Ig LOADING ( psi) SPACING- 2.0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Ven(LL) 0.27 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Ven(Q 0.63 12-14 >716 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(rL) 0.16 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 180 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puffins. BOT CHORD 20 SP No.1 Except' BOT CHORD Rigid ceiling directly applied or 5.0-6 oc bracing 11- 13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 2=1453/0-8-0, 8=1453/0-8-0 Max Horz 2=81(LC 16) Max Uplift2=-359(LC 8), 8=-359(LC 9) FORCES. ( lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2891/1743, 3.4=-2635/1609, 4-5=-2407/1551, 5-6= 2407/1551, 6-7=-2635/1609, 7- 8=-2891/1743 BOT CHORD 2-14=-1470/2601, 13-14=-10652116, 13-15=-1065/2118, 12.15=-1065/2118, 12- 16=-1068/2118, 11-16=-1068/2118, 10-11=-1068/2118, 8-10=-14812601 WEBS 3-14=-333/395, 4-14=-259/529, 4-12= 187/529. 5-12=-364/305, 6-12=-167/529, 6. 10=-259/529, 7-10=-333/395 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vtllt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsh h=1511; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 it between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=359, 8= 359. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verily dedgn paremotere and REAO NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE A07473 rev. Id0Y1016 BEFORE USE Design valid for use only vAlh MI lek®conneclots. 111Is Design Is based only upon Ixdameters shown, and Is for an Indlvkhiat building component, not a Was system Before use, the IxNairng designer must vorify the a Alcablilty of design Ixxameters and Ilioperly Incoiloralo thh design Into the overall building design. Braking Irxllcated is to Ixevent buickling of IrldMdual Inns web aril/or chord members only Additional temporary and Iotmaneni bracing MiTek' Is aiwoys redtulred for stability and to pxevent calque vnlh possible personal Injury and pnopeny damage For genetaiguidance tegardlhng me fabrication. slotago. dlellvery, erection and bracing of trusses a nd tnrss systerns. soeANSI/rPl f Quality Criteria. DSO-89 and SCSI Wilding Component 6204 Parke East Blvd. Safety Information available from truss Plate Institute. 216 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job Truss rus9 I ype Qly Ply T12469726 W P0066 I. AS Hip 2 tI IWPO065JobReference (optional) tsumets FuetSouree, ranpa, rum "y, rronaa :rrauo u -- • • •-• ID.rN1RhmERah3zfiORgKYR9zPCPY-HwfpFcglAv5HN17aZsgT 1 CJnFaHg3cH 1 OntgldcyKzPp 1 5-2.3 1t-0-0 19-0-0 27-0-0 22.9.13 lf-o 9-0 0 5-2.3 5.9.13 8-0.0 6-0.0 5-9.13 5.2-3 -0 5.00 I1i22 3x6 = 5x8 = 2x4 11 3Xb 3x4 = 2x4 11 3xa = Sxe = 3x4 = 2x4 II 3x6 = Scale - 1:67.1 1g 5-2.3 S•2 11.0-0 III-" zt tw az-v w 3 5-9-13 8.0-0 9-0-0 5.9.13 5 2J Plate Offsets (XY)-- 12.0-3-0 Edael 14.0-5-12 0-2-81 16.0.5-12 0.2-81 18.0.3-0 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.25 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Ven(TL)-0.6111-13 >735 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(rL) 0.19 8 n/a n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 188lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4.6: 2x4 SP No.1 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4.9-11 oc bracing. REACTIONS. (Ib/size) 2=1453/0.8-0, 8=1453/0.8-0 Max Horz2=-70(LC 13) Max Uplifl2=-379(LC 8), 8=-379(LC 9) FORCES. ( lb) - Max Comp./Max. Ten. - All lorces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3001/1750, 3.4= 2558/1521, 4-5=-2872/1786, 5.6= 2872/1786, 6.7_ 2558/1521, 7. 8=-3001 /1749 BOT CHORD 2-16=-1490/2691, 15-16=-1490/2691, 14-15=-1167/2314, 13-14=•l167/2314, 12- 13- 1171/2314. 11.12=-1171/2314. 10.11=-1507/2691, 8-10=-1507/2691 WEBS 3-15=420/361. 4.15=-88/391, 4.13=-372(775, 5.13=493M23. 6-13=-372(775, 6- 11=-88/391, 7-11= 420/361 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=4.2pst; BCDL=3.Opsf; h=15f1; Cat. II; Exp C; Encl.. GCpi=0.18, MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed tare 10.0 psf bottom chord live load nonconcufrent with any other Ilve loads. 5) ' 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 tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=379, 8= 379. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING - yedly dedgn pammerae and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE UN-7472 rov. 1441=015 BEFORE USE. Design valid for use orgy vAlh Mlfek® connectors. f14s design Is based only upon parameters shown. and Is lot on Indlyid al building component. riot a tam system. Before use. the brAtlrtg designer must verity the applicability of design patameters and properly Incotpotale 0* design Into the overall building design Bracing Indicated is to prevent bueldtrtg of IndividualMiss web cnd/or chord members only. Addilonal temporary and permanent btacIna MiTek' is always teciulned for stability and to prevent collapse vAth possible personal injury and property, damage. For general guidance tegarding Me fablcallorr. storage. delivery. erecllon and bracing of trusses and Inm systems. saoAHSI/TPI I Quality Criteria. DSB-89 and SCSI Building Component 6004 Parke East Blvd. Safety Information avcllabxe from fruss Plate tnsllkde. 218 N. Lee Street. Sulle 312. Adexardtla. VA 22314. Torripa. FL 33610 Job Truss Truss Type Oty Ply Tt2469729 W PO065 A6 Hip f tI IWP0066JobReference (optional) ouaaerstuswource,1a pa. namwy.rWnaas.uoo.••-...^..R9zPCq•.....••...•.-^...__•...__.... ..._..-.-------'---' ID:rlylRhmERah3zfiORgKYPY-HwFpFcglAv5HN17aZsgT t CJgkaHB3g41 OrgldcyKzPp 1-0 9.0.0 t 5.8 0 22-4-0 2"-032.3-.5 36-0-0 9-0 0 5 8-t 1 3.3.5 61.0 "-0 6.8-0 3.3 5 S.S. 8 11 -0 Sx6 = 5.00 F12 3x4 = 4x6 = 3x4 = Sx6 = Scale = 1:67.1 3x6 = 16 .. - 12 Joe = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 9-0.0 1900 29-0-0 3e0-0 an.n rn.n.n 10-0-0 9.0-0 Plate Offsets MY)-- f2.0-3-0 Edged 14.0.3.0 0-2.41 16:0-3.0 Edged (8:0-3.0 0.2.41 110:0-3-0 Edged LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) -0.30 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.78 12-14 >572 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(rL) 0.20 10 rVa rda BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 177lb FT =20°b LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2.9-3 oc puffins. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 4.8.6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.16, 7-12 REACTIONS. (Ib/size) 2=145310-8.0.10=1453/0-8-0 Max Horz2=58(LC 16) Max Uplift2=-399(LC 8). 10=-399(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2925/1709, 3-4=-2710/1584, 4-5=-2497/1511, 5-6=-3397/1995, 6-7=-3397/1995, 7.8=-2497/1511, 8-9=-2710/1584, 9-10=-2925/1708 BOT CHORD 2-16=-1444/2618, 15.16=-1774/3312, 14-15=-1774/3312, 13.14=-1776/3312. 12-13=-1776/3312, 10-12=-1457/2618 WEBS 4-16=-386/779, 5-16=-1025/598. 5-14=0/262, 7.14=IU262, 7-12=-10251598, 8.12=-386/ 779 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=1Sit; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Ex(effor(2) zone;C-C for members and forces & MW FRS for reactions shown: Lumber DOL=1.60 plate gffp DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except gt=1b) 2=399, 10=399. 7) ' Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily doalpn panrnofara and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE N067473 tev. 1011=016 BEFORE USE Design vaitd nor use only with Mliek® con neclors. this design Is used only upon parameters shown, and Is for an Individual bulic11n0 component, not wt a buss system. Below rag, the building deslgr m must verity, the c"Alcab billy of design Mamalers and properly Incot orale 0tbt design Into the overall building design. Brocing Indicated Is to prevent budding ng of Individualtruss web and/or chord meinbers only. Additional temporary and permanent bracing M iTek' is always regr4rod for stability and to Ixevent collapse wllh possible personal InM+y and pxopeny damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of inrsos and film systems soeANSI/IPI I Quality Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avattable from Ilus Rate institute. 218 N. Lee Street. Suito 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss cuss type ry 712469730 W P0065 A68 Hip 1 t IWP006SJobReference (optional) Budders FIrYtSource, Tampa. Plant Coy, Florida 33566 1 wo s Aug 16 201 r Mn ax mausures, Inc. I nu nov uv w ,w.aa za r r rape 1 ID:"RhmERah3zfiQRgKYR9zPCPY-17pCSyhwxCD6yim72LraOsOH_guo59BfR2r92yKzPo 1-0- S•8.11 9-0.0 15.51 21.7-0 29-" 32.3.5 38-0-0 9-0 0 Mil 1, 3.3.5 6-5 G 62.02-0 7-5-0 3 3 5 5 8 11 -0 Scale = 1:67.1 5x8 = 5xa = 3x4 = 3x6 = 3x4 = 5.00 12 q a567 36 = to 17 16 15 14 13 12 3x6 = 30 = 3x6 = 3x4 = 30 = 30 = 3x4 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) -0.14 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Ven(TL) -0.37 10-12 >416 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(fL) 0.01 10 rVa We BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 184 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 OC puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. Ib) - Max Horz2=58(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 2=-128(LC 12), 16=-278(LC 9), 14=-295(LC 8). 10=-147(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=413(LC 1). 16=1037(LC 23), 14=1080(LC 24), 10=453(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=386/281, 4-5=-116/370, 7-8=-136/393, 9-10— 481/330 BOT CHORD 2-18=-142/319, 10-12=-201/405 WEBS 3.18=-293/307, 4-18— 135/371, 4-16=-689/402, 5-16— 592/373, 7-14=-642/412, 8-14=-766/456, 8-12=-127/372, 9-12=-277/295 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=4.2pst: BCDL=3.0psf; h=1511: Cat. II; Exp C; Encl., GCpf-0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128lb uplift at joint 2, 278 lb uplift at joint 16 295 lb uplift at joint 14 and 147lb uplift at joint 10. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING . Verify design paremorere and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE Mg-7473 rev. 1401*01S BEFORE USE Design valid la use only with MllekO connectors. this design Is based only upon parameters shown. and Is for an Individual building component. not a puss system. Before use, the buAldi ng designer must verify the app icabllly of design parameters and properly Incorporate Ihls design Into the overdi building design. Bracing Indicated Is to prevent buckling of InaMauxA toss web and/or chord rnembers only. Additional temporary and permanent bracing MiTe k' 6 always rectudrod for stability and to prevent collapse Win possible personal trtary and property damage Fa general guidance regards ng tho ki rlcallon, slorage, deliveM erection and bracirng of losses and loss systems seeANSI/IPI I Quality Criteria, OSB-69 and SCSI Building Component 6904 Parke Gem Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tarlpa. FL 33610 Job Truss Truss Type oty My WP0065 T12469731 WPO065 A78 Hip Girder 1 t Job Reference (optional) Builders Fn3lSource. Tarrpa, Plant City. Florida 33566 r.wv s rug i o 2. m, vn if -US moo.. yp C. „ r 1O:rfylRhmERah3zfnORgKYR9zPCPY-hVwylelATgUsEDs9E_NAf.GOoMEGU612y0w zPm 1-0• 3d-2 7 2.0 12.4,0 18.6-0 24 84 31.0.0 34-7-14 38-0-0 9-0 0 3 4.2 3 7.14 5 4-0 6.2.0 6.2-0 6•s-0 3.7.14 3-4-2 -0 5x6 = 500 12 2x4 11 5x6 = 3x6 = 5x8 = 5x6 = 19 20 5 21 22 23 6 7 24 25 8 26 27 9 Scale = 1:67.1 7, 916!W!, h 3x6 = 18 5x8 = fff m 28 29 17 30 31 5x8 = 32 16 33 34 35 3x 12 MT20HS = I 3x6 II 14 36 37 13 Sx8 = 3x6 = 7-0-0 12±*O 78 6 0 24.8-0 31-0-0 38.0-0 7-0.0 5.44 6.2-0 6-4-0 7-0-0 12 Ljj 3x6 = Plate Offsets (XY)-- 14.0.3.0 0-2-41 19:0-3.0 0-2-41 117.0.4-0 0.0.41 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ven(LL) 0.06 16-17 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) 0.17 16-17 878 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 HOrz(fL) 0.01 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 187 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0.8-0. lb) - Max Horz 2=-46(LC 32) Max Uplift All uplift 100lb or less at joint(s) except 2=-208(LC 8), 17= 714(LC 5), 15=-761(LC 4). 11=-253(LC 9) Max Grav, All reactions 250 lb or less at joint(s) except 2=590(LC 19). 17=2135(LC 19), 15=2176(LC 20). 11=71 O(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-927/358, 3-4=-721/273, 4-19=-622/270, 19-20=621/270, 5-20=-621/270, 5-21=-555/241, 21-22=-555/241, 22-23_ 5551241, 6-23=-555/241, 6-7=-555/241, 7-24=-555241, 24-25=-555/241, 8-25=-555241, 8-26=-922/378, 26.27=-922/378, 9-27=-922/378, 9-1 0=- 1037/387, 10-11=-1198/457 BOT CHORD 2- 1 8=-327/820, 18-28=-606242, 28-29=606/242, 17-29=-606/242, 17-30=-401/156, 30-31=-401/156, 31-32=-401/156, 16-32=-401/156, 16-33=-488203, 33-34=-488/203, 34.35=-488/203, 15-35=-488203, 14.15=-488203, 14.36=-488203, 36-37=-488/203, 13-37=-488203, 11-13= 368/1059 WEBS 5-18=-494/1410, 5-17=-1840(787, 5-16=328/1054, 6-16=-634/395, 8-16=-367/1151, 8-15_ 1907/822, 8-13_ 507/1560 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 DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 Wide Will fit between the bottom chord and any other members 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 2, 714 lb uplift at joint 17 761 lb uplift at joint 15 and 253 lb uplift at joint 11. 8) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on oaae 2 Q WARNING . Verify dosryn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rov. f W2&0lS BEFORE USE. DeaM valid tot use only w11h MlieW connectors. 9rls design is based only upon paramelers shown. and Is for on frxllvidual building component, rat a lass system. Belore use, the Ixrlldina deslonet must verify the "IcatAlly of design parameters and property Incorlorate this design Into the overall buldfrng design. Broctng Indicated Is to pxevent btnckling of Individual Inrss web aril/or chard members orgy. Additional temporary and pefmanenl bracing M!Tek' is always required lot stability and to prevent collapse with possible personal frriury and ixop edy damage. For general guidance regarding the fabrication. storage, delivery. election and bracing of primes and tam systems seeANSI/IPI I Quality Ontario. OSB-89 and SCSI Building Component 6904 Parke East Blvd. Salary Information available from truss Plate Inslllute. 218 N. Lee Street. Sulto 312, Alexandria. VA 22314. Tampa, FL 33610 o ruse russ ype ry W?0065 T12169731 W P0065 A78 Hp Gitder t t Job Reference (optional) Budders FQCiSOUMe, Tattpe, i'19nt Gey. Fonda 33556 ro+v s r 91 o av i 7 mn.e mausnms, ow, cv.. W. 10:rfytRhmERah3zfrORgl(.YR9zPCPY•hVwytejATgUsE0s9E NAfrxGOoMEGypU612yDwyKzPm NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 202 lb up at 7-0-0. 105 lb down and 107 lb up at 9-0-12. 105 Ib down and l07 Ib up at 11.0-12, 105 lb down and 107 lb up at 13.0.12, 105 lb down and 107 lb up at 15-0.12, 105 lb down and 107 lb up at 17-0-12, 105 lb down and 107 lb up at 19-0-0, 105 lb down and 107 lb up at 20-11-4, 105 lb down and 107 lb up at 22-11-4, 105 lb down and 107 lb up at 24.11-4, 105 lb down and 107 lb up at 26-11-4, and 1051b down and 107 Ib up at 28-11.4, and 2001b down and 202 lb up at 31.0.O on top chord, and 320 lb down and 109 lb up at 7-0.0, 81 Ib down at 9-0-12. 81 lb down at 11-0-12, 81 lb down at 13-0-12, 81 lb down at 15-0.12, 81 lb down at 17-0.12, 81 lb down at 19.0.0, 81 Ib down at 20.11.4, 81 lb down at 22-11-4. 81 lb down at 26-1 t-4. and 81 lb down at 28-11-4, and 320 lb down and 109 lb up at 30-11.4 on bottom chord. The design/selection of such connection device(s) is the responsibilityof others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-9=-54, 9.12=-54, 2-11— 20 Concentrated Loads (Ib) Vert: 4=-153(B)7=-105(B)9=-153(B)18=-320(8)8_ 105(B)13=-320(B)19=-105(B)20=-105(8)21_ 105(B)22=-105(B)23=-105(B)24=-105(B)25=-105(B)26=-105(B) 27=- 105(8) 28=-58(B)29=-58(B) 30=-58(B) 31=-58(B) 32=-58(8) 33— 58(B) 34=-58(8) 35=-58(8) 36=-58(8) 37_ 58(8) Q WARNING • Wary dedpn perseetefon end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A%7473 rev. 100VAIS BEFORE USE Design valid for use only wllh Mllek(S connectors. Inls design Is Ixised only upon patanelers shown, and Is for an Individual rAAdblg cofnrxmnt, not a truss system. Befoso use. Ire WitaI tg designer must vedfy the applIcatAlly of design Ixsameters and rxopedy Incorpotale M design Into Iho overall IxBding design. Bracing Indicated Is to budding of Individual Inns web and/or chord members only. Additional tompotary and permanent tracing M iTek' preventIs always required for sta"lly and to Ixevent collapse wllh poss611e personal Irlluay and Ixoperry damage. For general guidance regarding the 6904 Parke Ease Blvd. fatxlcalimstorage. dnlNery, etecllon and lxacifng of tnsses and truss systems saeAN$IffPI I Quality Criteria. OSS-69 and SCSI SuRding Component Tampa, FL 33610 SafelyInformationavailablefromtrussHaleInstitute. 216 N. Lee Street. Suite 312. Alexarxlda. VA 22314. Job Truss Truss Type ty ply WP0065 81 Root Sptcial Grader 1 fT124697322otionalopboRoeference Builders fa9tSouree, Tampa, Plant Cary, Florida 33566 r o4u s Au io eui r mi r en mausmes, mc. nu rvw vv w:au:as cv,. ye IO:rytRhmERaM iORgKY 9zPCPY-du2ilKkR_RkaTXOXMPPekGOf b?SkrTma3X31pyKzPk t-0 7.18 94-0 71.8-0 t6 tt 238.7 31-0-0 38-00 9-07•t 8 2.2 8 ' 21.0 4.1(-1t 1 7.1.13 7.3.9 7-0-0 -0 Sx6 = 54 5.00 12 4 5 2x4 II O Sx12 = 5x6 = Scale - 1:69.6 3x6 = 16 15 14 23 24 25 13 26 12 27 28 11 3x6 = 3x8 = 4x6 = 3x8 2x4 II 3x8 MT20HS = 3x4 = LOADING (psf) TCLL 20.0 TCOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.76 BC 0.74 W B 0.65 Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.37 13-14 >999 240 Vert(TL) -0.89 13-14 >506 180 Horz(TL) 0.18 9 rVa n1a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 353 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-10.3 oc pudins. 7-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-11-11 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1899/0-8-0, 9=2459/0.8.0 Max Horz2=-60(LC 9) Max Uplift2=-516(LC 5), 9=-826(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3983/1165, 3.4=-3785/1155, 4-5=-3746/1138, 5-6— 6812/2202, 6-17=-6812/2202, 17-18=-6812/2202, 18-19=-6812/2202, 7-19=-6812/2202, 7.20=•4985/1712, 20-21=-4985/1712, 21-22=-4986/1712, 8.22=-4986/1712, 8.9=-5440/1804 BOT CHORD 2-16= 988/3581, 15-16=-1555/5361, 14-15— 1555/5361, 14-23— 2335l7356, 23.24=-2335l7356, 24-25_ 2335/7356, 13-25— 2335l7356, 13-26— 2335l7356, 12-26— 2335(7356, 12.27=-2335f7356, 27.28=-2335/7356, 11-28— 2335/7356, 9-11=-1572/4910 WEBS 4-16=-833/2770, 5.16=-3084/1041, 5-14— 613/1783, 6-14=-463/268, 7-14_ 755/562, 7.13=0/608, 7-11— 2566/834, 8-11=-337/1544 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VUlt=l40mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opst; h=15ft: Cat. 11; Exp C. Encl., GCpi_-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 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516 lb uplift at joint 2 and 826 lb uplift at joint 9. 10) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on oaae 2 WARNING . Verily design paramotere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mg-7472 rov. I00MIS BEFORE USE. Design valid for use only vAlh MIlek®conreclors. Ms design is based only upon parameters stlown. and Is for an i ndivlchral building component, not a truss system. Before use, the building designer musl vedty the appllcabllty of design parameters and properly incorporate this design Into the overall building design. Bractrng Indicated Is to prevent budding of IrdWJucd truss web and/or chord members only. Addlioin l temporary and permanent Ixacing MiTek' is always recalled for stability and to prevent collapse with possible personal "and properly damage. For general guidance regarding the fabrpcalkxn. storage. dellvery, erection and bracing of trusses and truss systems. socrANSI/TPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate institute. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Type ty y WP0065 T12469732 WP0065 ITrussBf Roof Spatial Girder f f2 Job Reference (optional) Buddere ForstSource, Tampa. Plant Gay, Florida 33565 r.wv a nug r o zu r r mn er< mausums, me v yo c I D,rfy(RhmERah3zfiORgKYR9zPCPY-du2ilKkR_RkaTXOXMPPekGOf_b?SkrTma3X31pyKzPk NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 107 lb up at 18-11-4, 145 lb down and 107 lb up at 20-11.4. 145 lb down and 107 lb up at 22.11-4, 145 lb down and 107 lb up at 24.11.4, 145 lb down and 107 lb up at 26-11.4, and 145 lb down and 107 lb up at 28.11-4, and 250 lb down and 202 lb up at 31-0-0 on top chord, and 81 lb down at 18-11.4, 81 lb down at 20-11-4, 81 lb down at 22.11-4, 81 lb down at 24-11-4, 81 lb down at 26-11-4, and 81 lb down at 28-11-4, and 320 lb down and 109 lb up at 30-11-4 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: 1-4=-54, 4.5=-54, 5-8=-54, 8-10=-54, 2-9=-20 Concentrated Loads (lb) Vert: 8=-153(F) I I =-320(F) 17=-105(F)18=-105(F) 19=-105(F)20=-105(F)21— 105(F)22= 105(F)23=-58(F)24=-58(F)25= 58(F) 26=-58(F) 27=-58(F) 28=-58(F) A WARNING - Verity dadgn Parameters and READ NOTES ON THIS AND INCLUDED MlrEK REFERANCE PAGE MA7/73 rev. IMMIS BEFORE USE Design vald lot use only Wirt Mllekf9 conneclors. this design Is txwd only upon parameters shown. and Is for an Individual building Component, not a Was system. Before use. the building doslgnor must verify Iho applicability of design parameters and properly Incorporate this design Into the overdl building design. Bracing Indicated Is to rrevent buckling of OWlvkkgl Inrss web and/of chord members only. AddlllOW temporary and permanent bracing M iTe k' is always regr&ed la stability and to Ixevenl collarxo wllh possUe personal hpay and poperty damage. For general guidance regadng Me fabrication. storage, delivery, eroclkrn and bracing of (rises and truce systems. seeANSI/TPI I Quality Criteria, OSII-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovalable dofn truss Rate Instllulo. 218 N. Lee Street. Sidle 312, Alexandria. VA 22314. Tarrpa, FL 33610 Job Truss Iruss lype ty Ply WP0065 Tt2469733 W P0065 BJ1 Jack -Open 12 1 Job Refererce penal Buldetv FvslSource, TOROS, Plan Gny. Fonda 33565 r wv s nug io [u r r mr. eR muusmes, .nc W. . I D:rfylRhmERah3zfiORgKY R9zPC PY-du2il KkR_RkaTXOXM PPekGOp W bAsk?bma3X31pyKzPk 1-0.0 1-0.0 _ 1-" I 1.0.0 a b 2x4 = Scale = 1 6 6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0 00 3 rVa n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 5lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS. (lb/size) 3=-StMechanical, 2=125/0.8-0, 4=9/Mechanical Max Horz 2=30(LC 8) Max Uplift3=-8(LC 1), 2=-69(LC 8) Max Grav3=15(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsl; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl 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 beanng plate capable of withstanding 8 lb uplift at joint 3 and 69 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysts and design of this truss. Q WARNING- Verily dedgn parameter, and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MR-7473 rev. I41103MIS BEFORE USE. Design vald for use only with Mltek® Connectors. Ins design Is based orgy upon pmarnelers shown, and Is lot an hdlvkhlal building component, not a Iniss system. Before use. the building deslgnei must verily the aWicablity of design parameters and properly Incor oiale Ihls design Into the over,, buAalng design Bracing Indicated Is to bucklingng of Individual truss web ardl/or chord members only. Additional temporary and permanent bracing M!Te k' txevent Is always recitlred lot stability and to prevent cotlgxe with possible personal I itury and properly damage. For genefol guldarnce regarding the 6904 Parke East Blvd. fabnkallon. storage, delivery. erection and bracing of Misses and tear systems, seeANSI/IPI I Quality Criteria, DSB-a9 and SCSI Bullding Component Tanpa, FL 33610SafetyInformationavailablefromtrussPlateInsflkde. 218 N Lee Street. Sullo 312. Alexandria. VA 22314. Job I russ russ I ype 40ty Ply Tt2469734 WP0066 8,13 Jack•Open 10 1 IWPOO61JobReference(optional) Builders FifstSource. Tempe, Plant City. Florida 33566 r 54" s Aug It, I r MI r eK mausares, inc r nu rvov uv vv:au:4v zur r rage r ID:rtytRhmERatt3zflORgKYR9zPCPY-64c5Vgl3llsR5gbkw6wtHT2 b')V2TSrwolHcgFyKzPj 1-0-0 3-0.0 1.0-0 3.0.0 20 = 3.0.0 Scale = 1:10.9 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ven(TL) -0.01 2-4 >999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 Na n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Harz 2=59(LC 12) Max Uplift3= 42(LC 12), 2=-72(LC 8) Max Grav3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opst; h=15ft, Cat. 11; Exp C; Encl., GCpj=0.18; MW FRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 72 lb uplift at joint 2. 6) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. WARNING - Vafly doelgn patamotera and READ NOTES ON THIS AND WCLUDED M/TEK REFERANCE PAGE MB-7479 rev. 1410 0I6 BEFORE USE. Design valid for use only v4th WeltO connectors This design Is lased only upon potameters shown, and Is for an trWlvkkral txAding component, not a Miss system. Before use, the txdtMV designer roust verity the altpllcab0tty of design parameters and property Incot orate this design Into The overall building design. Bracing Indicated Is to prevent buckthng of Individual Inns web and/or chord members only. Additional temporary and permanent tracing M iTek' Is always regtdred for skltAIIY and to prevent collapse with possible personal Injury and property damage. For general guldarnce regarding the latricatlon. storage, dopNery, erection and bracing of Inrses and tors systems. sec;ANSI/TPI I Quality Criledo. OSB-89 and SCSI Suildhng Component 6904 Parke East Blvd Safety tntormallon ava9abie from Truss Plate Institute. 218 N. Lee Street. Sulte 312. AleKandrta. VA 22314 Tampa, FL 33610 Job I russ Truss Typo ry T1246973s WP0065 BJS Jack -Open 6 1 IWP006SJobReference(optional) Buildels FRslSource. Tampa. Plant Gay, Fonda 33566 r "VSRug to LVl r mu eR mausaies, rm. i nu — uv vs 6 w cv 1 aye 1 I D •rtytRhm E Rah3zfiO RgKY R9zPCPY-64c5Vgl3lls R5gbkw6w1HT2vT?S9TSrwoiHcq FyKzPI 1- 0-0 5-0-0 1. 0.0 5-0-0 20 = LOADING ( psf) SPACING- 2-" CST. DEFL. in loc) I/dell Ud TCLL 200 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(rL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( Ib/size) 3=114/Mechanical, 2=253/0-8-0, 4=46/Mechanical Max Horz 2=91(LC 12) Max Uplift3= 81(LC 12), 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:IS. 1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0-0 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=3.0psi; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3 and 75 lb uplift at joint 2. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end laxity model was used in the analysis and design of this truss. WARNING - V*dly dodgn pwametore and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev. IN012016 BEFORE USE. Design volld for use only vAlh Mllek®conneclors. tnls deslgin Is based only upon larometers shown, and Is for an Individual building component, not o hiss system. Before use, the Lxltding designer must verity the aWicaWlty of design paramelers aril Wopenty Incorporale this design Into Me overall building design Broctng Indicated Is to buckling of IncWIduat truss web and/or chord members only. Additional temporary and permanent bracing M iTek' WeventB always required lot slablllly and to prevent collapse vAth possible personal rnhay ant properly damage. For general guidance regarding the 6904 Parke East Blvd rabricalion. storage, delivery, etecilon and bracing of Inrsses and Irrss systems. seeANSI/IPl1 Cuallty Criteria, OSB-89 and SCSI Wilding Component Tanga. FL 33610 SafetyIMormationavUlableranTrussPlateInstitute, 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. o russ Truss Type WPO065T12469736 WP0065 C1 Hip rty 1 Job Reference (optional) Builders Frtstsource. Tampa. ram cry. ranao -ssses ID:rtytRhmERah3zf.0 RgKYR9zPCPY-aGATi?mhW2_Hig9wTgS6ph64tPhRCtd31M0AMfyKzPi 1-0-0 5.11.10 8.4-0 10.4-0 12.6.E 1841-0 1.0-0 I 5.11.10 2.4.6 2." 2-4.6 5.1,-10 Scale - 1:34.2 3x4 = 3x6 11 3x4 = 8-4-0 ,0 4-0 ,3 4-0 18-8-0 5,Ad Plate Offsets (Y Y)-- K0=2-0 0.2.11t &Q-2-0 0-2.11j I11:0-2-0 0.0-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) -0.17 2-10 >898 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Ven(TL) -0.46 2-10 >329 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 HOrz(TL) 0.03 8 rVa We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 76 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb(size) 8=575/0-8.0, 2=703/0-8-0, 9=12610.8-0 Max Horz 2=60(LC 12) Max Uplift9— 162(LC 13), 2— 198(LC 12), 9=-7(LC 13) Max Grav8=575(LC 1), 2=703(LC 1), 9=159(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10d7/710, 3-4=-820/567, 4-5=-721/538, 5.6= 721/538, 6-7=-817/567, 7.8=-10d0/708 BOT CHORD 2-11=-5d5t938, 10.11 _ 565/938, 9-10_ 5631913, 8-9=-563/913 WEBS 3-10=-278/290, 5-10_ 271/416, 7-10=-252/288 Structural wood sheathing directly applied or 4.11-0 oC PUN ns. Rigid telling directly applied or 7-4-12 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf: h=1511; Cat. If: Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed: end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 8, 198 lb uplift at joint 2 and 7 lb uplift at joint 91 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify dedpo parameter, and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE A07473 rev. I06MIS BEFORE USEDesignvalidforuseonlywithMllekOconnectors. Ihls design Is based orgy upon parameters shown, and is lot an trxlMckral building Component. not a If= system. Before use.11ho tx(Iding designer must verify the applicability of design parameters and property Incorporate this design Into the overall bnuding design. Bracing 6dicated Is to prevent buckling of UdlvkhKd trust web and/or chard members only. Additional lempotary, and permanent bracing WOW is always repnetod for slatAlty and to prevent collapse with possSlle personal tryray and property damage. For general guidance regarding the Iabxlcollon. storage, dellvfrry, erection and txacing of Irtasses and truss systems. seeANSI/IPI I Quality Criteria, OSS-69 and SCSI Building Comoonenf 6904 Parke East Blvd Safety lNormallon avatlati a from truss plate Institute. 218 N Lee Street. Srele 312. Alexardtlo. VA 22314. Tampa, FL 33610 Job fusS Truss Type Oty Ply WP0065 Tt2469737 WP(1065 C2 Nip t 1 Job Reference(optional) euxaars rirslsource. ranpa, rrsnt tsy, i-wraa imoo v • ••r I D:rylRhmERah3zfrORgKYR9zPCPY-aGATI?mhW2_Hig9wTgS6ph640PIvCg531 M09MiyKzPi 1-0-0 6.4-0 12.4.0 18.8-0 1-0•0 6.4.0 6_00 6.4-0 5x8 = 4x6 = Seale = 1:33.6 3x4 = 2x4 11 3x4 = 30 = 6 3x4 LOADING ( psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.26 Rep Stress Incr YES Code FBC2014/TPI2007 CS1. TC 0.40 BC 0.61 WB 0.32 Matrix) DEFL. In Ven( LL) -0.04 Ven( rL) -0.11 Horz( TL) 0.02 loc) Well Ud 7. 9 >999 240 7- 9 >999 180 5 rVa n/a PLATES GRIP MT20 244/190 Weight: 75 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.4-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2.13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 5=337/0-8-0, 2=603/0.8.0, 6=464/0-8-0 Max Horz 2=49(LC 12) Max Uplitt5=-87(LC 13), 2— 173(LC 8), 6=-99(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-885/497, 3.4=-398/320, 4-5=-512/287 BOT CHORD 2.9=-361/748, 8-9=-361/758, 7-8=-361/758, 6-7=-169/406, 5.6=-169/406 WEBS 3-9=-3/282, 3-7=-426/223 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2pst; BCDL=3.Opsf: h=15fl; Cat. II; Exp C; End., GCpi=0.18,, MW FRS (envelope) and C-C Exledor(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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.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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 5, 173 lb uplift at joint 2 and 99 lb uplift at joint 6. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of (his truss. Q WARNING - V ft dedyn peramorent and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAGE M94473 rev. IdAI MIS BEFORE USE Design vaild for use only vAm MlfekO connectors lrts design Is based only upon Ixtromelea shown. and Is for on individual building component. not a tam system. Before use. the bxAdtng designer rural verity the oppilootAlty or design lxtrameters and properly Incorporate me design into the overall bxAdhg design. Racing Indicated Is to prevent I.xicldhgof Individual tam web and/or chord members only. Adcatloral temporary and permanent bxocing MiTek' h always recpued for stab011y and to prevent collapse with possQNe persona"and lxopeny damage For genoral gtddance regarding tho fobticarkxl, slocage. ck4lvoM erection and txachg or tames and trim systems. seeANSIMI I Quality Cdteda, OSS-89 and 8CS1 Building Component 6904 Parke East Blvd. salary Information ovalic"e tram truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tarrpa. FL 33610 Job Truss Truss Type city Ply WP0065 Tt2469738 W P0065 CJ3 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource. Tampa. Plant City. Flonde 33566 r.64u s Aug I zu1 r Mu au mausvies. inc. r nu rim w w-su az zur r rape r 10:rfytRhmERah3zfiORgKYR9zPCPY-2TkrwLnlHM68K k61XzLMueHZpB7xMLDGOmjvSyKzPh Iv 3.2.14 1.54 3.2.14 Scale = 1:9.4 20 = 3.2.14 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(rL) -0.01 2-4 >999 ISO BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(rL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 12lb FT =20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.2-14 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=31/Mechanical, 2=201/0-10-15, 4=28/Mechanicaf Max Horz 2=58(LC 4) Max Uplift3=-17(LC 19), 2= 94(LC 4) Max Grav3=45(LC 32), 2=201(LC 1), 4=57(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f(; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip OOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2.0-0 oc. 4) This truss has been designed for a 10.0 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 fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 3 and 94 lb uplift at joint 2. 8) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 85 lb up at 1-4-15, and 68 lb down and 85 lb up at 1-4-15 on top chord, and 1 lb down at 1.4-15, and 1 lb down at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3- 54, 2.4=-20 Concentrated Loads (lb) Vert: 5=44(F=22, B=22) Q WARNING • yally deOgn Penmoton and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 rev. 14110MI6 BEFORE USE. Design valid for use orgy Win Milek® Conr a lors This design Is based only upon parameters shown. and Is for an Individual txAding component, not a truss system. Before use, the building designer must verity the app lIcalblly of design pordxneters and popefly Incorporate Rnh design Into the overall txAding design. Bracing indicated Is to buckling of Individual Inns web and/or chord members only Additional temporary and permanent Ixdndng M!Tek' prevent B always required for statAlly and to prevent collapse wllh posAAe personal Injury and property damage. For general guidance regarding Rio 6904 Parke East Blvd. fabrication. storage, delivery. erection and bracing of tnnsas and truss systems. soeANSI/IPI I Quality Criteria. OSS•69 and SCSI Building Component Tampa, FL 33610SafetyInformallonavalwbloRantrussRateinstitute. 218 N. Lee Street, Suite 312. Aiexardrks. VA 22314. Jobruss Truss Type Ply Tt2469739 W P0065 lc.Js Oiegonal Hip Girder 10ty2 tI IWPO065JobReference(optional) Builders FaUlSource, Tanipa, Plant Gay, Honda 33666 i o+v a n'gV w cv,' m„ o,. „,w. ;;i. ...... ..... . I. 'u; o .,o <..,, . ,.y„ . ID:rfytRhmERah3zfit]RgKYR9zPCPY-2TkrvvLnJHM69K_k61 xzLMueBgp4ZxMLOGOmfvByKzPh 1.5.0 7-0.2 1.5-0 3.9.9 3.2.8 Scale = 1:16.6 o 3x4 LOADING (psf) SPACING- 210-0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0 08 2-4 973 240 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ven(TL) 0.23 2-4 345 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 We rVa BCDL 10.0 Code FBC2014rFP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=158/Mechanical, 2=352/0.10-15, 4=75/Mechanical Max Horz2=100(LC 8) Max Uplift3=-91(LC 12), 2=-159(LC 8) Max Grav3=158(LC 1), 2=352(LC 1), 4=120(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing. NOTES- 1) 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; MW FRS (envelope) and C-C Exterior(2) zone, cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 3 and 159 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss Q WARNING - Vedly desryn perametere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7472 rev. I&OX015 BEFORE USE Design valid for use only with Mllek® connectors. tls design Is rased only upon parameters shown. and [slot an individual building component, riot a In=& system. Before use. the Walling designer must verify to appllc<tAlry of design parameters and Woperly Incorporate this design into the overall Ixlld9ng design. Bracing IndIcaled Is to prevent txicklIng of individual Inrss web and/or chord members only. Ada9llonal Temporary and permanent Ixacing WOW Is always required for stability and to prevent cdigxe with possUe personal Inpm/ and piopeny damage. For general grddance regarding the lalxkoilon, storage. delivery. erection and lxacing of misses rind muss systerns. seeANSI/TPI I Cuallry, Criledo, OSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avaltahxe from Truss Rate Institute. 218 N Lee Street. Sidle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss I fuss I ype oty plyJ'potoo6Re5ference T12469740 WPo063 CJ7 Diagonal Hip Glider 3 1 optional) tsuaaefs Fastboufce, I of oa. rtant Gay, Flonaa J;7Daa W. 8 ID:fytRhmERah3zltQRgKYr9zPPY-WD8hnx2gE?y8JIbFUav6BOnDRxgkOMVgVGRayKzPg 1 - S•0 6.2.9 9-10.1 5. 2-9 4-7-6 2x4 = 2x4 = c.. " 5 3x4 = 5- 2.9 9-10.1 S- 2.9 4.7.8 Plate Offsets (XY)-- f2:Edge.0.0.61 LOADING ( psi) SPACING- 2.0.0 CST. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.03 6.7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 V@n(TL) 0.10 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 HOrz(rL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. ( Ib/size) 4=124/Mechanical, 2=445/0-10-15, 5=290/Mechanical Max Horz 2=131(LC 4) Max Uplift4=-87(LC 4), 2=-145(LC 4), 5=-82(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oC bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-762/199, 8.9— 737/214, 3-9=-703/207 BOT CHORD 2-11=-272l702, 11-12=-272l702, 7.12=-272/702, 7-13=-272l702, 6-13=-272l702 WEBS 3-6=-746/289, 3-7=0/284 NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope); cantilever left and right exposed; end vertical left 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 87 lb uplift at joint 4, 145 lb uplift at joint 2 and 82 lb uplift at joint 5. 6) ' Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 68 lb down and 85 lb up at 1-4.15, 68 lb down and 85 lb up at 1-4.15, 25 lb down and 38 lb up at 4-2-15, 25 lb down and 38 lb up at 4-2-15, and 50 lb down and 87 lb up at 7-0-14, and 50 lb down and 87 lb up at 7-0-14 on top chord, and 1 lb down at 1-4.15, 1 lb down at 1-4-15, 18 lb down at 4-2-15, 18 lb down at 4.2-15, and 38 lb down at 7-0-14, and 38 lb down at 7-0-14 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) of 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 (lb) Van. 8=44(F=22, 8=22) 10=-75(F— 38, B=-38) 13=-36(F=-18, B=-18) Q WARNING • Vellry deden Pafafruerem and READ NOTES ON THIS AND INCLUDED WTEK REPERANCE PAGE NO.7473 rev. I410110W I6 BEFORE USE Design vclkl lot use only Win Mllek® con neclors this desl is based only upon paramelers shown. and Is got an Individual bolding Component, non a truss system. Mare use. the building designer must verity the oppllcal>olty of deslgn txtrameters and poperly Incogorate this. design Into the overall txsditg design. WOCRg IndIC010d Is to buckling of IndMdtKA Iruss web G W/ar chord members only. Additional temporary and permanent btaci ng WOW PreventIs always fet8lted for stability and to prevent collaim wllh possible lotsondi INtay and Property damage. for general guidance regarding the 6904 Parke East Blvd. fabrication. Storage. clellvery, erection and tracing of trusses and fRm systems, soeANSI/iP1I Quality Criteria, OSS-89 and SCSI Building Component Tanipa. FL 33610 SafetyinformationavallabtleRomItussRateInslllute. 218 N. lee Street. Suite 312. Alexandria, VA 22314. Job fus8 Truss Type oty ply WP0065 Tt2469741 WP0065 O1 Roof Special 1 1 Job Refererce (optional) Builders FasISOWte. TGWVO. plant Gdy. Honda 33566 8 o cv', ^^^^ ""'• ^'• ^" . "' r- ID:rfytRhmERah3zfi64;K;R9zPCPY-W flD8hnx2gE?ySJIbFUav6BPW DSkgiSMVgVGRayKzPg 1-01 6.8-0 9.0.0 13-0-0 L-41 18-e-0 t 1.0-0 6.8-0 2.4-0 4.0-0 1.4-0 4-4-0 4x6 = 30 = Scale = 1:34.2 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.47 BC 0.40 WB 0.26 Matrix) DEFL. In Ven(LL) 0.06 Ven(rL) -0.13 Horz(TL) 0.01 loc) Well Ud 2-11 >999 240 2-11 >999 180 7 rVe n/a PLATES GRIP MT20 244/190 Weight: 78 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=164/0-8-0, 2=530/O.8.0, 9=710/0-8-0 Max Horz 2=51(LC 12) Max Uplift7=-68(LC 13). 2=-152(LC 12). 9=-176(LC 13) Max Grav7=176(LC 24), 2=530(LC 1), 9=710(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-672/393, 3.4=-604/421 BOT CHORD 2-11=-261/550, 10-11=-369/617, 9-10=-369/617 WEBS 3-11=-66/265, 5-9=-269/213, 4-9_ 654/404 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=15ft; Cal. 11: Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Exterior(2) 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 gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 7, 152 lb uplift at joint 2 and 176 lb uplift at joint 9. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. O WARNING- Verify deafen parameters and READ NOTES ON 71fIS AND INCLUDED N17EK REFERANCE PAGE Afn-7479 rov. NLN MI6 BEFORE USE f)eslgn valid fa use only vAlh MIIekO conneclots. Inds design Is based only urwn parameters ShaWn. and Is Hof m Individual building component. Mt a truss system Beforo rise, the tx9dng deslaner must verify Otte cifolcobll fy of desbn Ixxaneters and properly Worpoiato this design Into the overall txBdktg design. Bracing Indicaled Is 10 prevent bucWklg of Individual Inla web aid/or chord members orgy. Ad<Alloral temporary and permanent Wocing WOW h always required for slotAlly and to Ixevenl collaim wllh possBile Ixtrsonol kylry and Ixoperiy damage For genoral guldatce regarding the ktbrbatlon, storage. delivery. erection and txocktg of Misses and fruss systems. seeANSVIP1I Quality Criteria. OSR-89 and SCSI Bu0dng Component 6904 Parke East Blvd Safety Information avaOaMo kom truss Plate Institute. 218 N. lee Skeet. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job I fuss Truss Type oty ply WP0065 Tt2469742 W P0065 D2 Rool Special Glider t t Job Reference (optional) tsudders resMource. Iotrpo, rare cny, rasa JJaoo ..v_v. n.e ,.......... __.. . _v_ . ID:rtylRhmERah3zfiORgKYR9zPCPY_rrbLtoZpzMS21UV1)y?pRJkZ?cetPAVWIKFpzOyKzPf 1.0-0 6.8-0 tt-0-0 16.4.0 18.8.0 t9-0.0 t-0-0 6.8-0 4.4 0 6.4-0 2.4.0 1-0-0 Scale = 1:35.1 06 = gal 4Xb = 1x4 II 4m — LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ven(LL) -0.10 10.12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(TL) -0.21 10-12 >728 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.03 6 n/a n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 80lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.3.6 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=590/0-8-0, 6=372/0-8-0, 9=490/0-8-0 Max Horz 2=44(LC 8) Max Uplift2=-163(LC 8), 6=-127(LC 5), 9=-117(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-841/207, 3-4— 803/202, 4-13=-321/112, 13.14=-321/112, 5-14=-321/112, 5-6=-370/107 BOT CHORD 2-12= 131f704, 11-12=-303/1088, 10.11=-303/1088, 9-10_ 285/1044, 9.15=-285/1044, 15.16_ 285/1044. 8-16=-285/1044, 6-8=-70/330 WEBS 3-12=-44/349, 4.12=-449/214, 4-10=-308/125, 4-8— 796/325 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsh h=1511; Cat. If: Exp C; Encl.. GCpi=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) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163111, uplift at joint 2, 127 lb uplift at joint 6 and 117 lb uplift at joint 9. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 23 lb up at 13.7.4, and 20 lb down and 23 lb up at 15-7-4, and 86 lb down and 93 lb up at 16-4-0 on top chord, and 13 lb down at 13-7-4, and 13 lb down at 15.7-4, and 20 lb down at 16-4-0 on bottom chord. The desigr 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- 1-3=-54, 3-4=-54, 4-5=-54, 5-7=-54, 2.6=-20 Concentrated Loads (lb) Vert: 5=24(F) 8=-O(F) Q WARNING- Vedly dedyn pararnetore and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M9.7473 rev. 141102WIS BEFORE USE Design valid lot use only Win Mllek®conneclors. RUs design is based only upon parametersstnown, and Is lot an Individual building component, not a Inns syslern. Beforo uso. Iha Ixdlding designer must vedN Brie applicability of design parameters and properly Incorporate, this design Into the overall building design Bracing Indicated Is to prevent buckitng of Individual muss web and/of chard members orgy. Additional temporary and permanent btacdng WOW S always tec i lted lot stability and to prevent collapse with possible Ixosoral"and property ctanage. For general guidance regarding the falrlcatkrn. storage. delivery. ereclkrn and bracing of trusses and truss systems. seeANSI/IPI I Cualily CdtMa. 0S6-89 and SCSI Building Component 6904 Porke East Blvd. Safety Infornallon ovallaltle ran truss Rate institute. 218 N. lee Street. Su/la 312. Alexandria. VA 22314. Taupe. FL 336t0 Job I Puss Truss TWe Oily Fry WP0065 T12462743 WP0065 Et Hip Gilder t t1 Job Reference(optional) Builders 1`4615ourca, le"a, Plant Gsy, I -Iona Jubou I— o R .v ....... v.. .....-...__..... ..... ..... ,._ __ __.. . _e_ . 10:rtytRhmERah3zfiORgKYR9zPCPY-S2P_ZNpBaHUjBSThigW2_XGne06 68-NVTyKzPe 1-0-0 5-0-0 8-4-0 13.4.0 1." 5-0-0 3.4-0 540 4x6 = 4x8 = Scale = 1:24.3 Ig 5 0 0 3.4-0 540 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.06 5.6 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(rL) 0.11 5-6 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.12 Horz(TL) 0.03 5 n/a rJa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 48 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=721/0-8-0, 2=801/0-8-0 Max Horz 2=41(LC 12) Max Uplift5=-243(LC 9), 2=-274(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1413/482, 3-8=-1250/454, 4.8=-1250/454, 4-5=-1411/478 BOT CHORD 2-7=-403/1238, 7-9= 400/1250, 6-9=400/1250, 5-6=-402/1238 WEBS 3.7=0/307, 4-6=0/306 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.6-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-2-13 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUit=140mph (3-second gust) Vasd=108mph; TCOL=4.2psh BCDL=3.Opsf; h=15ft; Cat. il; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 5 and 274 lb uplift at joint 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 185 lb up at 5-0-0, and 60 lb down and 87 lb up at 6.8-0, and 188 lb down and 185 lb up at 8-4.0 on top chord, and 116 lb down at 5-0-0, and 52 lb down at 6-8-0. and 116 lb down at 8-3-4 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 1) Dead +• Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 4.5=-54, 2-5=-20 Concentrated Loads (Ib) Vert: 3=-141 (F) 4=-141 (F) 7=-72(F) 6=-72(F) 8=-60(F) 9=-26(F) Q WARNWQ . Vodty de dgn pantmetart and READ NOTES ON rpm AND MCLUDED MnEK REFERANCE PAGE AM7473 rev. I0IN2,2015 BEFORE USE Design vdkl fat use orgy wtIn Mllek® connoclors. IhIs design IS based only upon rxlrarneters shown. and Is (of an Individual building cornpOnenl. not a truss system Before use, the IxBcBng deslgnel must venfy the appica ility of design paamelers and property Encorporale MIS design Into the overall building design. Brocirng Indicated Is to Ixevenl buckling of Individual truss web and/or chord members only. Additional temporary and petmartenl bracing WOW b dways required la slabstty and to prevent cdlcpw with Iwss@11e petsond Iltllay and rxopedy ckunage. For general guidance regardng the fabrication slorage. delivery, erection and bracing of trusses and truss systems. soeANSI/1141 Quality Cdterla. OS8.69 and SCSI Building Component 6904 Parke East Blvd Safety Information available aOm truss Hate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Ternpe. FL 3300 Job rus5 Truss Type Qty ply T12469741 WP0065 EJ3 Jack -Open 2 1 IWPOO61JobReference(optional) eundere FrtalSource. romps, rum cay. rrouaa s eeu ID:rtytRhmERah3zftORgKYR9zPCPY-wEzMmiggLbcapb2tGNIlWkpOSOZ01AKoBekw2vyKzPd 1.O-0 2.4-0 1-0-0 2.4-0 2x4 = LOADING (psf) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 TCDL 7.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 8CDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 r REACTIONS. (Ib/size) 3=28/Mechanical, 2=168/0-8-0, 4=19/Nlechanical Max Horz 2=49(LC 12) Max Uplift3=-27(LC 12). 2=-74(LC 8) Max Grav3=28(LC 1), 2=168(LC 1), 4=39(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. DEFL. In (loc) Vdefl Ud Ven(LL) -0.00 2 >999 240 Ven(TL) -0.00 2.4 >999 180 Horz(TL) -0.00 3 rVa n/a Scale = 1-9.5 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4.0 oc punins. 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=151t; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and tight exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 27 lb uplift at Joint 3 and 74 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - VWW dedgn PerenWare and READ NOTES ON TNIS AND INCLUDED NITEK REFERANCE PAGE A07473 rev. 10"W IS BEFORE USE. Design valld for use only vAlh Mllek® connectors. MS design is lXaed only upon poramelers sfwwn. and Is la an WIvIclual bulding component. not a Inns systam. Belore use, the LxllUing designer must verify tho aplxlCabll fy of dcs0l parametersand projxeily klcotporata Ilds deslgn Into Iho ovorall bulding deslgn. Bracing Indk;aled Is to prevent tytclding of Indlvldual truss web aryl/ot chord members only. Addtlloral Iempotary and permanent bracing M iTek' Is always feoalred fa stabUlty and to prevent collapse with Iwsslxe personal k*xy and propefty damage. For general grldaice tegadng Ire fatxIcaflom storage, c)WNcNy, efecllon and Ixaclng of trusses and Ism systems soeANSI/fPI I Quality Cdterla, OSS-e9 and SCSI Building Component 6904 Parke East Blvd. Safety Information avattabte nom truss Plate Ins1IMe. 21a N Lee Sheel, Suite 312. Alexandit VA 22314. Tanga, FL 33610 Job Truss Truss Type Ply Tt2469745 WIDOWS EJ5 Jack -Open 10ty3 1I IWPO06SJobReference (optional) Bulldels 1`08150urce, I V090, rant tidy. Flenaa 3"dbeb u+v s ^ v ' • ^ U. mjggLbca10:rtytRhmERah3zfiORgKYR9zPCPY•wEzMpb2tGN11WkpxzOVztAKo&k 2vyKzPd t-0-0 &0-0 5.0-0 Scale = 1:IS. 1 2x4 = 5-0.0 LOADING (psi) SPACING- 2.0-0 CST. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.26 Ven( I-) -0.07 2-4 >820 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(fL) -0.00 3 rVa Na BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. SOT CHORD 20 SP No.2 SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=114/Mechanical, 2=253/0-8.0, 4=46/Mechanical Max Horz 2=91(LC 12) Max Uplift3=-81(LC 12), 2— 75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=15it; Cat. II; Exp C; Encl., GCpl=0.18: MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift al Joint 3 and 75 lb uplift at joint 2. 6) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING . Verily dedgn panrentotore and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7Q9 rev. IQAd/2016 BEFORE USE. 0---Jgn valid for use oriy w ilh Mllelt®conneclots. tide desi{ n Is based orlly upon parameters shown, and Mot an individual buldlrtg component. not a Tuns system. Hefote use. the txtlldng deslpnet must verily the W bpxlca bllN of design parameters and pxopedy Incogxxote this design into the overall tx0dng design. BrackV Indicated Is to Ixovent bucklkng of Individual Iftm web and/or chord mernoers only. Addillond temporary and permanent IxacIng M iTek' Is always tectufred tot statAlly and to rxevenl collapse with possible petsonal fNtey and property damage. For general guidance reWding the talxk:allon. storage. delivery, erection and bracing of trusesard fniss systems X"NSI/IPII Quality Criteria, OSS-89 and SCSI Building Component 6904 Pork& East Blvd. Satoty Information avallable from Truss Rate institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tempo, FL 33610 Job FUSS russ type ty WP0065 T12469746 WPOO65 EJ7 Jack -Open 20 1 Job Reference (optional) tsuxaete 1-11111bource. t arrva. Fiend Gny, Rodrigo 7:Aoo o•w s muff ^^ • ID:rtylRhmERah3zfiQRgKYR9zPCPY•wEzMmlggLbcapb2tGNIlWkptrOSRAKo8e yKzPd 1-0-0 7.0-0 1-0-0 7.0-0 i US = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip OOL 1.25 TC 0.66 Vert(LL) 0.10 2-4 772 240 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.24 2-4 337 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0.8-0, 4=78/Mechanical Max Horz2=122(LC 12) Max Uplifl3=-102(LC 12). 2=-85(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:19.1 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) 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 Extedor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3 and 85 lb uplift at joint 2. 6) -Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verily dedyn peramoton end READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE MU•7473 rov. M02,20r6 BEFORE USE Design valid tot trse only wllh Mllek®connectors. Blsclesign Is based only upon paratneters Mown. and Is for an IrddvkAKl bWdlrvj component. nod a lam system. Before use. the building designer must verify the opplbalrllly, of design Parameters and properly hncogotate "design Into the overall Bracing Indicated Is to buckling of kndMdual Inm web and/or chord members only. Additional lempotary, and permanent bracing WOW lxldingdesign. prevent b always recllred tot stability and to prevent collapse wllh possible personal Inn ry and property damage. For general gtkkme regadkng the 6904 Parke East Blvd. fabrication. stotago. dellvery. erection and biockng of trusses and tnm systems seeANSI/TPI I Quality Criteria. OSS-89 and SCSI Bultding Component Tampa, FL 33610 Safelyinformationavak"e from buss Rate Inslltute, 218 N. Lee Slteel. State 312. Alexorxlda. VA 22314. Symbols I Numbering System JA General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets ore indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' KA For 4 x 2 orientation, locate plates 0•'46° 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 supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: AhSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown In ft-In-sixteenths Drawings not to scale) I 2 3 TOP CHORDS 0 c O U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTekO All Rights Reserved mm MIC MiTek 0 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by 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 partles. 5. Cut members to bear tightly ogoinst 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 ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fobricotion. 9. Unless expressly noted. this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber Is a non-structurol consideration and is the responsibility of truss fabricator. General practice Is to comber for dead bad deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In oil respects. equal to or better than that specified. 13. Top chords must be sheathed or purllrs provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 tt. spacing, or less. If no ceiling Is installed, unless otherwisee noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or otter truss member or 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 environmental 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. Ul SITE 10: 369W( LOT: 85 -BLOCK HOUSE: 3990 STREET: NIGHT HERON OR CITY: SANFORD STATE: FL ZIP: 32771 COUNTY: SEMINOLE ACCOUNTtk OMISTAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: NOP 10f1812017 PROGRAM: HERS1100% TESTER: EFL IECC: 2009 CLIMATE ZONE: PROPERTY OWNER: PROPERTY ADDRESS: 3990 NIGHT HERON OR, SANFORD, FL 32771 TEST. BLOWER DOOR RESULT: PASS- TESTER: Dare Revolts DATE: 0011112018 TEST NAME CORRECTION NEEDED BUILDER VERIFIED RATER VERIFIED WA 5.1 Attic Access Panel (killy lialikilt6d and insulates X 5.2 Attic drop -down Stair(kitty askeled and insulated X 5.4 Recessed Lighting Fixtures (ICAT labeled and sealed to drywall) X 5.5 Whole -house Fan insulated gasketed to the opening X 7.3 Fresh air ventilation installed per program specs X Bower Door BO T BD AOMW ROOM Pressure Tact BUILDING ORIENTATION PROGRAM VOLUME CU. CODE VOLUME CU. PROGRAM SHELL CODE SHELL SO. E 90' N/A 16.504 0 0 PROGRAM CFM 60 CODE CFM 50 PROGRAM ACH 50 CODE ACH 60 PROGRAM of Shell CODE of SIWI 0 1,925 7 1.256 4.57 Metw o Met Sdrm 0 1 B&M 21 0 1 Bdrm 31 0 Sdnn 6 0 Rm 1 1 0 Rm 31 0 1 Doer 1 0 Bdrtn 4 0 Rm 2 0 CO Detectors EMW Star OuslMod lane"? EBldent ? 60 or s Of Hardwlrod Lignite Must Be CFL Or LEO Low Flow Faucets, Toilets etc? Progrorronatile TMmastat? X Cwdadt Onion Program Level RoWm Visual Inspection McGlrtlnlnl system Item Location MorwIleft ter Name Model M1 Model 02 Model A3 Model 04 SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50110 SYSTEM 2 WATER HEATER SYSTEM 3 WATER HEATER SYSTEM 4 WATER HEATER SYSTEM FURNACE SYSTEM I HVAC OUTDOOR OUTSIDE CARRIER CH14NB030 UNIT SYSTEMI HVAC INDOOR COIL SYSTEM 1 HVAC AHU (HEAT INTERIOR CARRIER F84CNP030 PUMP) SYSTEM FURNACE SYSTEM2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AHU (HEAT PUMP SYSTEM FURNACE SYSTEM 3 HVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AHU (HEAT PUMP SYSTEM 4 FURNACE SYSTEM 4 HVAC OUTDOOR UNIT SYSTEM 4 HVAC INDOOR COIL SYSTEM 4 HVAC AHU (HEAT PUMP AS BUILT - VALUES x1 OF BEDROOMS REM NA NA CEILING FLAT REM NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM NA NA EXPOSED FLOORIREMI NA NA BUILDING CHARACTERISTICS AS DESIGN -VALUES AS BUILT - VALUES COMMMENT PPnGRAMMABLE THERMOSTATS PRIF YES WATER HEATER TYPE PRIF CONVENTIONAL WATER HEATER FUEL TYPE PRIF ELECTRIC WATER HEATER SIZE, EFFICIENCY d LOCATION PRIF INFILTRATION HOUSE LKG ACH REM NA Ht ' 4.57 CI : 4.57 ACH 50 Pascals FRESH AIR VENTILATION TYPE PRIF AIR CYCLER VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL a REM NA NA VENTILATION FLOW REOUIRED REM NA NA VENTILATION EOUIP. RATED CFM REM NA NA VENTILATION # OF FANS REM NA NA VENTILATION TIME - HRS/DAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S PRIF INTERIOR % CFUS PRIF) DISHWASHER(PROF) REFRIGERATOR PRIF FOUNDATION TYPE PRIF SLAB TYPE PRIF SLAB AREA PRIF SLAB DEPTH PRIF SLAB FULL PERIMETER PRIF SLAB GRADE PRIF FLOW RING PRIF HEATING REM NA NA COOLING REM NA NA AIR -SOURCE HP REM NA NA WATER HEATING REM NA INA NO ATTIC INSULATION AT TIME OF TEST TEST: DUCT BLASTER RESULT: PASS TESTER: Dave Revalle DATE: 001/2015 TOTAL CONDITIONED FLOOR AREA 0 1,789CFASOFT) DUCT LEAKAGE TO OUTSIDE % TARGET O.00Y• 8.00% TOTAL DUCT LEAKAGE % TARGET 0.00% 1 12.00% SYSTEM 1 SO FT. SERVED (CFA) 0 1.769 POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 0 142 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 35 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE Infinity% 2.04% CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE 0 212 SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM 1 TOTAL DUCT LEAKAGE (% OF NaN% 0.00% CFM25) TARGET (CFM25) ACTUAL CFA) ACTUAL SYSTEM 2 SO FT. SERVED (CFA) 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET 0 0 (CFM25) ACTUAL (% Of CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET 0 0 (CFM25) ACTUAL CFA) ACTUAL SYSTEM 3 SO FT. SERVED (CFA) 0 0 SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM 3 DUCT LEAKAGE TO OUTSIDE SYSTEM 3 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET 0 0 ( CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 3 TOTAL DUCT LEAKAGE 0 0 SYSTEM 3 TOTAL DUCT LEAKAGE SYSTEM 3 TOTAL DUCT LEAKAGE (% OF CFM25)TARGET (CFM25)ACTUAL CFA)ACTUAL SYSTEM 4 OUCT LEAKAGE TO OUTSIDE CFM25) TARGET SYSTEM 4 TOTAL DUCT LEAKAGE CFM25) TARGET BUILDING SPECIFICATIONS SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE CFM25) ACTUAL SYSTEM 4 DUCT LEAKAGE TO OUTSIDE Of CFA) ACTUAL SYSTEM 4 TOTAL DUCT LEAKAGE (% Of CFA)ACTUAL BUILDING CMARACTiERISTdC3 AS DESIGN VALUEB AS BUILT • VA ES CCMMMENT DUCT LEAKAGE TO OUTSIDE REM NA 0.02 CF.M25 / CF,A TOTAL DUCT LEAKAGE REM NA 0.t•2 C.M25 / C5A FLOW RING PRIf