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HomeMy WebLinkAbout2634 Flicker Cv 17-3644; NEW SFHCOUNTY OF SEMINOLE /^ ` f' jIMPACTFEESTATEMENT STATEMENT NUMBER: 17100009 DATE: December 29, 2017BUILDINGAPPLICATION„# 17-10000964 BUILDING PERMIT NUMB7ER: 17-10000964''/S- UNIT ADDRESS: FLICKER CV 2634 17-20-31-502-0000-1260 TRAFFIC ZONE: 022 JURISDICTION: //, SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2634 FLICKER COVE/ WYNDHAM PRESERVE LOT-126 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Hou ing ROADS -COLLECTORS NsA 705.00 1.000 dwl unit 705.00 Single Family HousingFIRERESCUEN/A 00 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single Family Housing SCHOOLS 54.00 1.000 dwl unit 54.00CO -WIDE ORD PASiSgle Family Housiing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759. 00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THk REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. THIS INSTRUMENT PREPARED BY' AwlNeme: Starlight Homes Florida, LLC Address: 1064 Greenwood elyd Suite 124 Lake MAAr FL 746 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number. GRANT MALDYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 904E Pe 1517 (1P9s) CLERK'S A 2017131004 RECORDED 12/28/2017 12:13:50 PN RECORDING FEES $10.00 RECORDED BY tsmith Parcel ID Number. 17-20-31-502-0000-1W#0 The undprsigned hereby gives notice that Improvement will be made to certain real property, and In accordance with Chapter 713. Florida Statutes, the following information Is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) VIvndham Preserve PB 81 Pas 93-102 Lot VD, Address: !pnyN{„m t=(_ 3a-113 GENERAL DESCRIPTION OF IMPROVEMENT. Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (if other than owner) Name. NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself. Owner Designates NA of To receive a copy of the Lienoes Notice as Provided In Section 713.13(i)(b). Florida Statutes. Expiration Date of Notice of Commencement (The expiration data is 1 year from date of recording unless a different date Is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. r penalties of perjury, I declare that 1 have read the foregoing and that the facts stated In it are true th b y knowledge and belief. LA Owe Owner's Printed Name Floddl Statute M13(1)(g): ' The owner must sign the ratite of commencement and no one also may be penNlted to sign In his or her stead.' State of J , County of The foregoing Instrument was acknowledged before me this _QI day of d_ by r \ M' L=k 17? Fc Who Is personally known to me Name of person making statement OR who has produced Identification type of Identification produced: Shayne Mangel NOTARY PUBLIC nq STATE OF FLORIDA Ct a n 0 J Q.V1 Comm# GG113111 4 Notary signature cr isle Expires 6/21/2021 S 4ECEIVE CITY OF SA ORD DEC 4 26V BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: 3; /'Ia 5$. ", CIO Job Address: a to 3+ T=k i comer CA ie. qf)c, rr'tard Historic District: Yes No Parcel ID: 17-20-31-502-0000-1AL.0 Wyndham Preserve Lot 1z4.0 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: Street: 1405 Old Alabama Road, Suite 200 City, State Zip: Roswell, GA 30076 407-708-0161 Resident of property? : Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 0 Street: 1064 Greenwood Blvd, Suite 124 Fax: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-046-8001 Street: 20 South Maple Street, Suite 150 City, St, Zip: Ambler, PA Bonding Company: NA Address: Fax: E-mail: sives@mulhemkulp.com Mortgage Lender: Address: NA WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. r FBC 1053 Shall be inscribed with the date of application and the code in effect as of that dace: P Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 0 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. 15k_ 9- S' fowne gent Date Signature of Contractor/Agent Date Robert Willets Print Owner Agent's Name Print Contractor/Agent's Name Signature of No Late of F a Shayn Si ature of No -State of Flonda Dategn ' ! No. PU STATE OF FLORIDA Shayne Mangelt y. Comm# GG113111 NOTARY PUBLIC 3iN E Xg1 Expires 6I21I2021 -STATE OF FLORIDA C_o""m''m## GG113111 Owner/Agent is Personally Known to Me or Contractol>'AE ?1t if_*e*%%bMX3 Known to Me or Produced ID Type of ID Produced ID Type of [D BELOW IS FOR OFFICE USE ONLY Permits Required: Building © Electrical [g- Mechanical [a Plumbing[R Gas[] Roof Construction Type: Occupancy Use: 23 Flood Zone: )C,,5 ATiWACP Total Sq Ft of Bldg: / 7 747 Min. Occupancy Load: ni # of Stories: t New Construction: Electric - # of Amps / Plumbing - # of Fixtures l,< Fire Sprinkler Permit: Yes No W # of Heads Fire Alarm Permit: Yes No e APPROVALS: ZONING UTILITIES: WASTE WATER: ENGINEERING: 1MT< t_2-20t$ FIRE: BUILDING: --:;V— z, T a Ok to construct single family homeCOMMENTS: with setbacks and impervious area shown on plan. 41,1% ttv# 1000 MAYOs - T , (x L Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTIONDECi2017lPERMITAPPLICATION r Application No: 3 C C Documented Construction Value: S CM _ Job Address: atp -6+ 1= i Ck_,ev- C—A,le, 4f- -_-3A r't t1,_a Historic District: Yes No Parcel ID: 17-20-31-502-0000-1' \to Wyndham Preserve Lot 1.-)44 .Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Share 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.206 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 Fax: 407-647-0700 State License No.: 'CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: .20 South Maple Street, Suite 150 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 Sball be inscribed with the date of application and the code in effect as of that date: Vb Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application r 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. I--- S' f Owne gent Date Signature of Contractor/Agent Date Robert Willets Print Owner Agent's Name Print Contractor/Agent's Name Owner/Agent is ProducedlD STATE OGG1FLORIDA Comm# 3111 Expires 612112021 Personally Known to Me or Type of ID 2,Q a-F- - Signa of No -State of Florida U Date 1 Shayne Mangel NOTARY PUBLIC STATE OFFLORIDA Co,m,,m# GG113111 Contractot MAEg@itet isPb h$Qg3 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: UTILITIES: 61? 19 WASTEWATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 2634 Flicker cove Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-1260 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: N New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFICIAL US ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway K The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If .the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-3644 Reviewed by: Michael Cash, CFM Date: January 2, 2017 r oo Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & Ft°;;Dq Landscaping in Right -of -Way www.sanforde.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 City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a 8 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 Knowwmesbelow. size and location of the existing right-of-way and use shall be provided or application could be delayed, callbotoreyoump. 1. Project Location/Address: 944S4 `k-er C'°vim' grlAm lk 'P-L— ZSA2713 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: Corlt r +so r This application is subim by: Property Owner. Signature: Print Name: Address: - ESXYA Phone:. 1Q--T0T- 01&1 Fax: 4H'1- L04-T - 4OiQ41 Email:—SV'V4Lkm. Mn Yla al &Date: la-1- I 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 Installatlon/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facllltles are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area In accordance with previously stated criteria, or completely restore the right-of-way to Its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, If necessary, file a lien on the Requestor' s property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, Indemnify, and hold harmless the City. Its councilpersons, agents, servants, or employ- ees ( appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or properly, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and Signature: above statement and by signing this application I agree to its terms. Date: I-a-,-11 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: I Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: Site Inspected by: Date: Special Permit Conditions: novemoer nn o ROW Use Orlveway.pdf 12m2017 RRi pp CIA PPP se..+acoou rr .arena Parcel Information SCPA Parcel View: 17-20-31-502-0000-1260 PropeM Record Card Parcel: 17-20-31-502-0000-1260 Owner: STARLIGHT HOMES FLA LLC Property Address: 2634 FLICKER CV SANFORD, FL 32773 Parcel 17-20-31-502-0000-1260 Owner STARLIGHT HOMES FLA LLC Property Address 2634 FLICKER CV SANFORD. FL 32773 Mailing 1064 GREENWOOD BLVD STE 124 LAKE MARY, FL 32746-5418 Subdivision Name WYNDHAM PRESERVE Tax District S1-SANFORD OOR Use Code 00-VACANT RESIDENTIAL Exemptions 40 40 40 40 40 40 129 128 127 126 125 124 123 O O N N N N to 40.17 41.07 G W A O 40.46 40 40 40 40 Seminole County GIS Legal Description LOT 126 WYNDHAM PRESERVE P8 81 PGS 93-102 Taxes Value Summary 0 2018 Working Values 2017 Certified Values Valuation Method Cost/Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 14,000 14,000 Land Value Ag Just/Market Value " 14.000 14.000 Portability Adj Save Our Homes Adj 0 0 Amendment 1 Adj 0 0 PSG Adj 0 0 Assessed Value 1$14,000 14,000 Tax Amount without SOH: $266.58 2017 Tax Bill Amount $266.58 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 14,000 0 14,000 Schools 14,000 0 14,000 City Sanford 14.000 0 14.000 SJWM(Saint Johns Water Management) 14,000 0 14,000 County Bonds 14,000 0 14,000 Sales Description Date Book Page Amount Qualified Vac/Imp SPECIAL WARRANTY DEED 8/1/2017 08965 Q= 3,606.000 1 No I Improved Find Comparable Sales Land Method Frontage Depth Units Units Price land Value LOT 1 14,000.00 14,000 Building Information Permits Permit # Description Agency Amount CO Date Permit Date http://pareeldetail.scpafl.org/ParcelDetailinto.aspx?PID=l 7203150200001260 1 /2 4 REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: 1 a-1-1-7 Project Name: Wyndham Preserve - Lot I211,o Project Address:*l a3' r Fi i4Lc- Czve..Sanford FL 32771 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: l . 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. kka.k' PriJt$ QX-Vner/fenant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print N of Gen. Contractor Signs re of Gen. Contractor CGC 1522347 Gen. Contractor License # Easte rbroyK Print Name of El. Contractor ignature of El. Contractor 62 OfWN C, El. Contractor License # CALLED INTO: Progress Energy o Florida Power and Light on _/ Rev. 02/10/15) REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED BUILDING PERMIT Min Max 10 10 20 30 30 40 50 50 1000 60 70 70 1000 1000 0 Permit # '1 Foundation/Formboard Slab Lintel Sheathing — Roof Sheathing — Walls Roof Dry In Frame Roof Final Insulation Final Insulation Final Single Family Residence Address: 9Gtt,4 iZ --V-o r'-,I m EL'EC'.RICYA L PER]VIIRT"' at,'''_-- :'--t_r,::--'[;':` ;...x t. t .,. _sr_ =-- _ . 3== z t'•i : SrJ. n.::`: : ..ati.+ Min Max Inspection Description i 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final i Ins ection Descri tionMaxFlionPlumbinUnderground Plumbing Tubset 1000 Plumbing Sewer 1000 Plumbing Final 1!IECHNICtAL PER1vI•IT yam'? ""' `._:_';_ .,•.L'•' .:. ____:_t=...-L°',. Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 n RECORD COPY FORM R405-2014 I FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 126 - 1200 TL Builder Name: Starlight Homes vILOGVC Street: 2634 Flicker Cv Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number: # 17 - • 3 6 4 6 S-4NFORDOwner: ._`A" iakt Jurisdiction: isov Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2) OVA I 1. New construction or existing New (From Plans) 9. Wall Types (1456.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R-.1 1153.50 ft' Ib. Frame - Wood, Adjacent R=13.0 202.46 ft' 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d. N/A R ft2 10. Ceiling Types (1200.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1200.00 ft2 6. Conditioned floor area above grade (fl) 1200 b. N/A R= ft2 Conditioned floor area below grade (112) 0 c. N/A R= ft' 11. Ducts R W 7. Windows(117.4 sgft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 240 a. U-Factor. Dbl, U=0.34 117.36 ft2 SHGC: SHGC=0.26 b. U-Factor. N/A ft2 12. Cooling systems kBtuRir Efficiency SHGC: a. Central Unit 124.0 SEER:14.00 c. U-Factor. N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. NIA ft2 a. Electric Heat Pump 24.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.767 ft. Area Weighted Average SHGC: 0.260 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1200.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1200.00 ft= b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.098 Total Proposed Modified Loads: 41.75 01ASSTotalBaselineLoads: 42.55 I hereby certify that the plans and specifications covered by Review of the plans and I 4-fliESTq this calculation are in compliance with the Florida Energy specifications covered by this .y ; s 0% Code. calculation indicates compliance with the Florida Energy Code. •/fill, ••., ': :,,, O PREPARED BY: Ill/ Before construction is completed DATE: tel L 7 /17 this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. 1,), with the Florida Energ Code. COD yyE't=Lv OWNER/AGENT BUILDING OFFICIAL: DATE: I I i tcjua I DATE: a- * /St 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 starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 10/17/2017 4:30 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 4 r FORM R405-2014 PROJECT Title: Building Type: Owner. of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing. Comment: Lot 126 - 1200 TL User 1 Starlight Homes Seminole County Single-family New (From Plans) Bedrooms: 3 Conditioned Area: 1200 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Street Address Lot # 126 Block/SubDivision: Wyndham PlatBook: Street: 2634 Flicker Cv County: Seminole City, State, Zip: Sanford , FL. 32773 CLIMATE 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 BLOCKS Number Name • Area Volume 1 Blockl 1200 11160 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil10 Finished Cooled Heated 1 Main 1200 11160 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 122.5 ft 0 1200 ft' 0 0 1 ROOF Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Composition shingles 1342 ft' 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1200 ft' N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1200 ft' 0.1 Wood 10/17/2017 4:30 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 N Exterior Concrete Block - Int Insul Main 4.1 29 0 9 5 273.1 ft' 0 0 0.6 0 2 W Exterior Concrete Block - Int Insul Main 4.1 42 6 9 5 400.2 ft' 0 0 0.6 0 3 S Exterior Concrete Block - Int Insul Main 4.1 8 0 9 5 75.3 ft' 0 0 0.6 0 4 E Exterior Concrete Block - Int Insul Main 4.1 43 0 9 5 404.9 ft3 0 0 0.6 0 5 S Garage Frame - Wood Main 13 21 6 9 5 202.5 ft' 0 0 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Wood Main None 39 3 6 10 20.5 ft' 2 S Wood Main None 39 2 9 6 10 18.8 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.26 19.4 ft' 1 ft 0 in 1 ft 0 in None None 2 n 1 None Low-E Double Yes 0.34 0.26 8.0 ft' 1 ft 0 in 1 ft 0 in None None 3 n 1 None Low-E Double Yes 0.34 0.26 18.0 ft' 1 ft 0 in 1 ft 0 in None None 4 W 2 None Low-E Double Yes 0.34 0.26 18.0 ft' 1 ft 0 in 4 It 0 in None None 5 E 4 None Low-E Double Yes 0.34 0.26 18.0 ft' 1 It 0 in 1 ft 0 in None None 6 E 4 None Low-E Double Yes 0.34 0.26 18.0 ft' 6 ft 0 in 1 ft 0 in None None 7 E 4 None Low-E Double Yes 0.34 0.26 18.0 ft' 1 ft 0 in 1 ft 0 In None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 424 ft' 424 ft' 64 It 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000414 1302 71.48 134.43 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 24 kBtu/hr 1 sys#1 10/17/2017 4:30 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 24 kBtu/hr 720 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert Company Name System Model # Collector Model # Area Volume FEF None None 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 6 240 ft' Main 60 ft' Prop. Leak Free Main cfm 36.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Heatin Feb Mar Jan Feb X Mar AprEApr f Ma [X Jun Jul Au May [ Jun n Jul ri Aug Se [ ] Sep [ ]Oct Oct ]Nov Nov H Dec Oec Ventin Jan Feb [x Mar Xl A r [ Ma [ 111 Jun Jul Au Se [X1 Oct Xl Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Wafts HRV Heating System Run Time Cooling System Runtime Vent 50 0 0 1 - Electric Heat Pump 1 - Central Unit 10/17/2017 4:30 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 4 r FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. 2634 Flicker Cv, Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms S. Is this a worst case? 6. Conditioned Floor area (ft2) 7. Windows" Description a. U-Factor. Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor: N/A SHGC: c. U-Factor. N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1153.50 ft2 b. Frame - Wood, Adjacent R=13.0 202.46 ft2 1 c. N/A R= ft2 3 d. WA R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1200.00 ft2 1200 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 117.36 fl° a. Sup: Attic, Ret: Main, AH: Main 6 240 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 24.0 SEER:14.00 ft2 1.767 ft. 0.260 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1200.00 ft2 b. N/A R= ft2 c. N/A R= ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature:- Date: It I Address of New Home: p 4 c n p City/FL Zip: kBtu/hr Efficiency 24.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat 04 gt1E Sv- ia ;• .'_ a Dire 00 tJ i J-C a Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 10/17/2017 4:30 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 126 - 1200 TL Builder Name: Starlight Homes Street: 2634 Flicker Cv Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number. Owner. Jurisdiction: Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight. IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/17/2017 4:30 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 126 - 1200 TL Builder Name: Starlight Homes Street: 2634 Flicker Cv Permit Office: Seminole County City, State, Zip: Sanford, FL , 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1200 sq.ft. Cond. Volume: 11160 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: SLA: ACH(50)' For prescriptive projects, tested leakage must be 7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405-2014 for this project. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7). Florida Statutes or individuals licensed as set forth in Section 489.105(3)(0, (9). or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be dosed, 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 dosed and sealed: 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 10/17/2017 4:30 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 126 - 1200 TL Builder Name: Starlight Homes Street: 2634 Flicker Cv Permit Office: Seminole County City, State, Zip: Sanford. FL. 32773 Permit Number. Design Location: FL. Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide byLeakage total Conditioned Floor Area) Qn,Out) I certify the tested duct leakage to outside, Qn, is not greater than the proposed duct leakage Qn specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), g), or (i), Florida Statutes. BUILDING OFFICIAL: DATE: O ME SrgT6 WE 10/17/2017 4:30 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 wrightsoft• Project Summary Entire House Energy Air, Inc 5401 EnergyNr. CL Orlando. FL 32810 Phone:407-SW3729 Email: GRenner@energyaircom Web: wwwenergyavcorn For. Lot 126 -1200 TL, Starlight Homes 2634 Flicker Cv, Sanford, FL 32773 Notes: Weather. Winter Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Heating Summary Structure 12063 Btuh Duds 1440 Btuh Central vent (50 cfm) 1410 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 14914 Btuh Method Construction quality Fireplaces Area (1t Volume (fe) Air changesMour Equiv. AVF (ctrn) Infiltration Oriando ExecutiveAP, FL, US Simplified Semi -tight Heatin C ooli 120i 12nO 11287 11287 0.31 0.16 58 30 Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO240000A AHRI ref 7699864 Job: Starlight -Wyndham Data: 4/14/2017 Plan: 1200 S Atlantis Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 Moisture difference 44 grAb Sensible Cooling Equipment Load Sizing Structure 11796 Btuh Central vent (501 rr1) 1962 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 14567 Btuh Latent Cooling Equipment Load Sizing Structure 1691 Btuh Ducts 265 Btuh Central vent (501Xr11) 1477 Btuh Outside air Equipment latent load 3434 Btuh Equipment Total Load (Sen+Lat) 18001 Btuh Req. total capacity at 0.75 SHR 1.6 ton Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO240000A Coil FB4CNP030L AHRI ref 7699864 Efficiency 8.2 HSPF Efficiency 11.5 EER, 14 SEER Heating input Sensible cooling 16650 Btuh Heating output 22200 Btuh @ 47°F Latent cooling 5550 Btuh Temperature rise 23 OF Total cooling 22200 Btuh Actual airflow 899 cfirn Actual airflow 899 tXrn Airflowfactor 0.067 dmBtuh Air flow factor 0.066 cftnBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.81 Capacity balance point = 35 OF Backup: Input = 6 kW, Output =19028 13tuh,100 AFUE SokYrfalic values have been manuallyovenkllaim Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Wrl htSOft' 9 Right-Sul"Linirersal 2017 17.028 RSU17013 2017-Oct-17182923 Page 1 SpeafidWyndham Presenetot 126 -1200 TL rup k:alc a Mill Front Door faces S sa Manual S Compliance Report Job: Stadight-Wyndham wrightso, `s Date: 4114/2017 Entire House By. Energy Air, Inc Plan: 1200 S Atlantis 5401 Energy Air, Cl, Orlando. Fl. 32810 Phone 407-888-3729 Emil GRenner®energyairoom Wab wAw.energyairoom For. Lot 126 -1200 TL, Starlight Homes 2634 Flicker 04 Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Sensible gain: 14567 Btuh Entering coil DB: 76.0°F Outdoor design WB: 75.9°F Latent gain: 3434 Btuh Entering coil WB: 63.4°F Indoor design DB: 75.0°F Total gain: 18001 Btuh Indoor RH: 50% Estimated airflow. 899 dm Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SpIitASHP Manufacturer Cartier Model: CH14NB0240000A+FB4CNP030L Actual airflow. 899 drrl Sensible capacity: 16008 Btuh 110% of load Latent capacity: 4750 Btuh 138% of load Total capacity: 20758 Btuh 115% of load SHR: 77% Design Conditions Outdoor design DB: 44.2°F Heat loss: 14914 Btuh Entering coil DB: 68.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: SpIitASHP Manufacturer. Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow. 899 dm Output capacity: 22200 Btuh 149% of load Capacity balance: 35 OF Supplemental heat required: 0 Btuh Economicbalanoe: -99 OF Backup equipment type: Manufacturer. Actual airflow. Output capacity: Elec strip Model: 899 dm 5.6 kW 128% of load Meets all requirements ofACCA Manual S. Temp. rise: 50 OF 2017-Oa171 wright:soft• Right-Suite®Unioersal2017 17.028 RSU17013 Page 1 ACC= .-SpedfidWyndham Preseneltot 126-1200 Rjup Cale= MA Front Door faces: S wrightsoft• Duct System Summary Entire House Energy Air, Inc 5401 Energy Air, Ct, Gdando, FL 32810 Phone:407-8863729 Email. GRenner®energyairoom Web: www.energyairoom For. Lot 126 -1200 TL, Starlight Homes 2634 Flicker Cv, Sanford, FL 32773 Job: Starlight -Wyndham Date: 4/14/2017 Plan: 1200 S Adands 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 0.306 in/100ft 0.306 in/100ft Actual airflow 899 dm 899 dm Total effective length (TEL) 92 ft Supply Branch Detail Table Name Design Btuh) Htg dm) Clg dm) Design FIR Diam in) H x W n) Duct Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk ba2 h 682 45 28 0.380 4.0 Ox 0 VIFx 3.8 70.0 bed2 h 1365 91 82 0.326 6.0 Ox 0 VIFx 10.8 75.0 bed3 C 1962 116 130 0.322 6.0 Ox 0 VIFx 12.1 75.0 fanfdin-W C 2527 132 167 0.359 7.0 Ox 0 VIFx 2.9 75.0 tam-din-lat•A C 2527 132 167 0.329 7.0 Ox 0 VIFx 10.2 75.0 farmdin-lat-B c 2527 132 167 0.306 7.0 Ox 0 VIFx 16.5 75.0 tuba h 818 54 27 0.318 5.0 Ox0 VIFx 13.1 75.0 robed h 2877 192 122 0.322 7.0 Ox0 VIFx 11.9 75.0 VAC C 131 4 9 0.361 4.0 Ox 0 VIFx 7.5 70.0 Return Branch Detail Table Name Grille Size (in) Htg dm) Clg dm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mat! Trunk rb1 Ox 0 899 899 0 0 0 0 Ox 0 VIFx BdWdalic values have been manua0yoverrld ien 2017-0o1-17162923 At^ w wrightsof t' Right-suite®Unlversal201717.0.28RSU17013 Pagel AC0, ...SpedfidWyndham Presemtot 126 -1200 TL rup Celc = L42 Front Door faces: S Job # Starlight -Wyndham Performed for: Lot 126 -1200 TL 2634 Flicker Cv Sanford, FL 32773 Level 1 Energy Air, Inc 5401 EnergyAir, Ct Orlando, FL 32810 Phone:4074%.3729 www.eneWircorn GRenner@energyaircom Scale: 1 /8" =1'0" Page 1 RightSuibA Universal 2017 17.028 RSU17013 2017-0ct-1715.29:35 m P2SeneCd 126 -1200 TLrup m Al Vc'?k w,004e3 ZOO A VJYNDMAM PRESERVE - LOT 126 1?- 36yy G o r-0 a 0 d v coN w 0 O J d U 00 ctz C 4) m.0 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 5' PLOT PLAN ZONIN -DATE ( 1) L-16_._ Ok to construct single family home with setbacks and impervious area shown on plan. 'y-1,01l "lo yvy. LAKE MARY BOULEVARD VARIABLE WIDTH RIGHT OF WAY PER EAST LAKE MARY BOULEVARD RIGHT OF WAY MAP COUNTY PROJECT PS-0137 W- N89'42'17"E 40.00' 10' UTILITY, BUFFER, WALL & LANDSCAPE ASEMEN.- E----TITS___ LOT126--_ tK N AREA = 4,841 S.F. t I. Mi o, 4 10.0 o PATIO 5.5s 13.4 5.6 15.5 A/C 29.0 PAD O J i i PROPOSED 1 STORY RESIDENCE w O LOT 127 m t° LOT 125 1200 ATLANTIS 4. I ELEVATION - T I i n GARAGE - LEFT N a3FFE= 29.9 5.7 5.5' O i M 2.3 M BUnMING 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. r - " `y"' """` LEGEND:ADUSSD-Access Dreina a UtiliUea SidewalkL8 -Licensed usiness 9 8-Backflow Preventer Sight Distance Easement S -Survey PRM-Permanent Ref. Monument R -Reported PCP -Permanent Control Point D -Description FP&L-Florida Power &Light P _plot FFE -Finish Floor Elevation D. . -Deed Book Water Meter O.R.-Official Records Book 04-Water Valve P.B. -Plat Book Fire Hydrant Pg. -Page RC® -Reclaimed Water Meter Elev. -Elevation R004-Reclaimed Water Volvo Conc. -Concrete Cable Box BP -Brick Paver m -Telephone Box SW -Sidewalk E-Electric Box FFE -Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet Guy Pole GTI-Grote Top Inlet Light Pole P.U.E. -Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) G -Sanitary Sewer Manhole SF -Square Feet DAYo -Electric Handhole D.U.E. -Drainage Utility Easement COo -Clean Out FMGD -MAG NAI &DISK C1,004-Irrigation Control Valve P.K. -Parker Kolon Nall p -Sign SIR -Set 1 /2' Iron Rod L87768 WX-Gate Water Valve SPKD -Set P.K. & Disk LB7768 Gas Meter FIR -Found 1/2" Iron Rod LB7768 11. -Existing Grade FlP-Found 1/2" Iron Pipe LB7768 FPKD-Found Nall CI -Blow -off Valve 41-- P.K. & Disk L87768 Drainage Flow Direction FCM-Found 4"x4" Concrete Proposed Design Grade Monument PRM L87778 As-Built/Existingci Grade Note: Some Items in above leaen may not be aoolicable) Dwn I16.0'-- to N -- R------ _-------. N 0.0 LO' UTILITY 40 Q ' EASEMENT (P) TRUPOSED 5'— 89043'1 i7 "tiV o CONC SIDEWALK PROPOSED 01 FLICKER COVE `-CONC CURB 50' RIGHT-OF-WAY CENTER 43'( PRIVATE ROAD) LINE N89'10"E 290.76' PCPJ SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for *WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for 'WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) aw Atkatl ks- l , CCU WYNDHAM PRESERVE LOT 126 PB 81, PG 93) DHAENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT = 4.841 SQ.FT. LIVING AREA= 1.200 SQ.FT. GARAGE = 424 SQ.FT. ENTRY 75 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 109 SQ.FT. A/C PAD - 9 SQ.FT. IMPERVIOUS= 48.0 X SOD = 2.519 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1.000 SQ.FT. APRON = 114 SQ.FT. SIDEWALK 200 SQ.FT. SOD = 126 SQ.FT. TOTAL AREA XRU=5.841 SQ.FT. DRIVEWAY = 519 SQ.FT. SIDEWALK = 309 SQ.FT. SOD = 2.645 SQ.FT. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone X" DESCRIPTION: LOT 126, according to the plat of "WYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint Surveying, Inc. as D. Leviner. . LS6915RIDAPROFESSIONALSURVEYOR &MAPPER NO. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL E n: JE Checked: JDL P.C.: Data FlIe:11dwitEast-Plat 9/21/17 Dwg:&L=nEad-lotl26 Order No.: 17 - TWN. 20 S. - RNG. 31 E. Field Bk: RECORD COPY PALIVIER V c ELECTRIC Starlight Homes 1200 Atlantis, Wyndham Preserve LOAD CALCULATION June 9, 2017 1. HVAC LOADS (NEC 2011 - 220.82(C)(31- (411 ZONE COMPRESSOR SIZE CONNECTED LOAD 1 2.00 TON 3.60 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 5.00 KVA 0.67 5.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 9.27 KVA TOTAL LOAD FOR COMPRESOR @ 100% 3.60 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 3.69 KVA TOTAL HVAC DEMAND LOAD 7.29 KVA Il. GENERAL LOADS (NEC2011-220.82(BI(l)-(41) LIGHTING 1200 Sq Ft C 3VA/Sq. Ft 3.60 KVA Qty KVA Rating Total KVA 2 1.5 SMALL APPLIANCE CIRCUITS 3.00 KVA 1 1.5 LAUNDRY CIRCUIT 1.50 KVA 1 5 DRYER CIRCUIT 5.00 KVA 5 STACK WASHER/DRYER 1 4.5 WATER HEATER (1) 4.50 KVA 4.5 WATER HEATER (2) 1 1.2 DISHWASHER 1.20 KVA 1 0.8 DISPOSAL()) 0.80 KVA 0.8 DISPOSAL(2) 7.2 RANGE/OVEN (1) LNG 1 12 RANGE/OVEN (2) J` 9 12.00 KVA 7.2 COOKTOP CIRCUIT 7.2 SUMMER KITCHEN/JENAIR 1 2.5 MICROWAVE CIRCUIT SP 2.50 KVA 4.8 JACUZZI TUB CIRCUIT pEpp 12 50AMP SAUNA/WHIRLPOOL 7.2 30AMP POOL CIRCUIT 14.4 60AMP POOL CIRCUIT b14 19.2 80AMP POOL CIRCUIT 1 1 CONNECTED LOAD (GENERAL LOADS) 34.10 KVA IST 10 KVA (GENERAL LOADS) cQ 100% 10.00 KVA REMAINDER (GENERAL LOADS) ® 40% 9.64 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B)l 19.64 KVA HVAC LOADS 7.29 KVA GENERAL LOADS 19.64 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(Al) 26.93 KVA MINIMUM SERVICE SIZE 112.19 AMPS RECOMMENDED SERVICE SIZE 150 AMPS RECORD COPY Typical 150 Amp Electrical Diagram 1,50 -Amp Main' 1120V /.'240V Typical 150 Amp Interior Panel 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 Power Company Secondary Conduit & Wire 1- 4 Bare Copper Per NEC 250.66 B Ground Clamp I Concrete Encased Electrode A _564b Lumber design values are in accordance with ANSI/TPI 1 section 6.3 W1 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: WPO126 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WPO126 Model: 1200 Tampa, FL 33610 4115 Lot/Block: 126 Subdivision: Wyndham Preserve Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 33 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# Truss Name Date INo. I Seal# Truss Name 1 Date 1 1 T12379688 1 CJ1 10/27/17 18 IT12379705IT09 10/27/17 12 1 T123796891 CJ3 1 10/27/17119 I T12379706 I T10 1 10/27/171 13 1 T123796901 CJ5 1 10/27/17120 I T12379707 I T11 1 10/27/171 4 IT12379691JEJ6 10/27/17 21 IT12379708IT12 10/27/17 15 I T12379692 I EJ6G 1 10/27/17 22 I T12379709 I T13 110/27/17 6 IT12379693 EJ7 10/27/1 223 T12379710 T14 10/27/17 17 I T12379694 HJ6 10/27/17 24 1 T1 23797111 T15 10/27/17 8 1 T1 23796951 HJ6A 10/27/17 25 IT12379712 T16 10/27/17 19 1 T123796961 HJ7 1 10/27/17 26 I T12379713 I T17 1 10/27/17 110 I T12379697 I T01 1 10/27/17127 I T12379714 I T18 110/27/17 I11 IT12379698IT02 110/27/17128 IT12379715IT19 110/27/17I 112 I T12379699 I T03 1 10/27/17129 I T12379716 I T20 1 10/27/171 113 I T12379700 I T04 1 10/27/17 130 I T12379717 I T21 1 10/27/171 114 I T12379701 I T05 1 10/27/17 I31 1 T123797181 V2 1 10/27/17 15 IT12379702IT06 10/27/17 32 IT12379719IV4 10/27/17 16 I T12379703 T07 10/27/17 33 1 T12379720 1 V6 1 10/27/17 117 I T12379704 I T08 1 10/27/171 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: Finn, Walter 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 verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 11 _3644 J\,.DING SPNFOR EPAR No 9 •• TATE OF :•4/ i • i • f11111111 Walter P. farm PE No.22839 MITek USA. Inc. fa. Ceti 6634 6904 Parke East Blvd. Tampa Fl. 33610 Data: October 27,2017 Finn, Walter 1 of I Job fuss runs Type ry ply Tt237B688 WPOt26 CJ1 Jack -Open 18 1 Job Reference (optional) tsulraersrlrmbource. lamps. clam Vny. rgnlaa .f fosa "o^w •""•••••••"^••'--••••••" ••_•• •___--__.. __. 1 D:75SJeCO8y0 W 2itGVrSnBLly96Pw-Jolb5dU W ygbFpS 09S HOhX7AvT?cArt83ldJ01yPCZV 1-00 140 t-0-0 140 Scale - 1:6.6 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.10 Ven(LL) 0.00 2 999 240 MT20 244/190 TOOL 7.0 Lumber OOL 1.25 BC 0.01 Ven(rL) 0.00 2 999 180 BOLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) 0.00 3 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 5 lb FT = 21MS 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 Horz 2=33(LC 8) Max Uplifl3=-8(LC 1), 2— 77(LC 8) Max Grav3=17(LC 8), 2=125(LC 1). 4=18(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or I-" oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. 11; Exp C; Encl., 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 & 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 tens to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 3 and 77 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 WARNDVO - Vadly dedgn pounMent and READ NOTES ON THIS AND INCLUDED AVTEK REFERANCE PAGE MIF7473 rev. 169=015 BEFORE USE Design, VOW for use orgy vAth Mliek® connectors. t1Vs design is baser) orgy upon parameters shown, and Is to anindividual bolding component, not a tress system. Before use, the IrBAng designer must verity the applicability of desigg n "ar neters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndlvkkKd Inns web and/or chord members only. Additional temporary and permanent bracing MiTek' It always required for sfabWly and to prevent collapse with possible personal Ifury and properly damage. For general g0clanee regarding the fabrication. storage. delivery. erection act brachng of trusses and Inca systems. soeANSI/1PI I Quality Criteria, OSB-89 and IICSI Building Component 6904 Parke East Blvd. Safety Information avalloble tram truss Rate Institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tanya. FL 33610 Job Truss Truss Type t T12379689 WP0126 CJ3 Jack -Open 16 t Job Reference (optional) C.. M..l)l La Le 7a) Onnn1 Burldem Flyd5aurce, lempa, Plant l:ay. mr1aa;5;z00 .......y . -- o_ ID:75SJeCO8yOW21tGVr5nBLly96Pw•JolbSdUWygbFpSO9SHDhx799T ZArt831di6yPCZV 1-0-0 3-" 1.0.0 3.00 Scale = 1:10.9 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) -0.00 2-4 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.08 Ven(rL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 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 telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Harz 2=66(LC 12) Max Uplift3-47(1-C 12), 2=-77(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 gusq Vasd=108mph: TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) -1-0-0 to 2.0-0, Intedor(1) 2-0.0 to 2-11-4 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 thus 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 thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 77 lb uplift at joint 2. 6) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING • Vanity dadifn paramelom and READ NOTES ON THIS AND INCLUDED WTEX REPERANCE PAGE MR-7473 rev. IaaIMIS BEFORE USE. Design valid for use only vAth Mllek® connectors. fills design is txzwd only upon pararnelersmown. and Is fol an individual bWdlr,g component. i a lnm system. Before use. the lxOdkng designer must verity tho af%ifIcalAlly of design poraneters and properly Incorlolole"design Into the overall only. Addllonal tompotory and permanent tracang MiTeW txMdrngdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members is dways redalred for slat,ltlty and to prevent collapse will) possible personal property damage. For general guidance regarding the Ia ixicarlon, storage, delivery. erection aril lxa,cdng of trumps and truss systems sec;ANSI/TPI I Quality Criteria, DSO-89 and 11CSI Building Component 6904 Parka East Blvd. Solely Inlormatlon awAot)le from truss Plate Institute. 218 N. Loe Street. Sulle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ory ply T12379690 WPOI26 cis Jack -Open 16 1 Job Reference (optional) Burklere FtrotSaurce. Tempo. mra tarty, F Wtraa : j%.bb , e ^+ aw • I m. - „^^ .. *" • ID:75SJeCOayOW 2itGVrSnBL"6Pw-n_rzJzmyHFoSizOPI9oSEkgFnsHvvl6HlPNsmeyPCZU 1-0-0 5-0-0 r 1-0-0 "_0 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.03 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ven(TL) 0.07 2.4 820 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(rL) 0.00 3 rVa rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=114/Mechanical, 2=253/0.8.0, 4=46/Mechanical Max Horz 2= 101 (LC 12) Max Uplii13=-92(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 pb) or less except when shown. Scale = 1:15.1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc punins. BOT CHORD Algid ceiling 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=6.Opsl; h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0.0, Intedor(1) 2.0.0 to 4-11-4 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 fora 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 girders) for miss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 3 and 75 lb uplift at joint 2. 6) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity Cosign panurretwt; end READ NOTES ON THIS AND INCLUDED UREK REFERANCE PAGE MO.7473 tev. 1613,2015 BEFORE USE Design valet lot use only vA01 Ml lek® connectors. Inls design Is based only upon parameters shown. an d is nor anindividual buldinlg component. not a Iara system. Before use, the IxBding designer must verity the atxAlcobilty of design parameters and property Incorporate min design Into the overall txlldklg design. Bracing Indicated Is to prevent buckling of trldlvldral truss web ands/or chard members only. Additional ltemporary and permanent txol_bv M iTek' is always test trod lot slotAllty and to Ixovenl cdtgne with possible personal tWay and Ixoperty damage. for gen al guidance tegarding tfa tdl ricallon. storage. delivery. etoction and txoclrlg of trusses and truss systems seeANSI/1PI I Quality Criteria, OSS-69 and IICSI Bultding Component 6904 Parke East Blvd. Safety Information avdlable train bile Plate Insiltute. 216 N. Lee Street. Stile 312. Alexandria. VA 22314. Tampa. FL 33610 Job ruse Truss Type ty T12379691 WP0126 EJ6 Monopech 2 t Job Reference tronal tlueaers rnswource. iarrpe, rmnr wy, mnua a>,00 nBLl n-r _z ...-' - - --- -- ---- -- -- I D:75SJeCOByOW2ilGVr5n8LIy96Pw•n_rzJzmyHFoStzOP19oSEkgC7sEwv16HIPNsmByPCZU l-" 6.4-0 r 1.0-0 6.4.0 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) 0.07 2-4 956 240 TCOL 7.0 Lumber DOL 1.25 BC 0.45 Ven(TL) 0.19 2-4 382 180 BCLL 0.0 ' Rep Stress Incr YES we 0.00 Horz(rL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=152/Mechanical, 2=300/0-8-0, 4=59/Mechanical Max Horz2=124(LC 12) Max Uplift3=- 121 (LC 12), 2— 77(LC 12) Max Grav3=152(LC 1), 2=300(LC 1), 4=119(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1.17.8 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 2M° 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=4.2pst; BCDL=6.Opsf: h=25ft; Cat. If: Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2.0-0 to 6-3.4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops(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 121 lb uplift at joint 3 and 77 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 - Veft dodgn paramotere and READ NOTES ON THIS AND INCLUDED MrtEK REFERANCE PAGE MIF7g0 rov. 1MV015 BEFORE USE. Deslrgt vaild for use only wllh Mllek® connectors. 0* design is based only upon paametets shown. aril is lot an tndMckKd bulding component, not a inns system. Beloro tee. the bxdlWrg dosignur rousl verify the dgbpllcabll fy of design parameters and ptopedy Ytcogorate this design Into One overall btldthg design, Bracing Indicated is to peevent txicalrtg of IndNkJual Was web and/or chord members only. Additional temporary and permanent bracing M iTek' is always re<plred lot stalxlity and to prevent collofxo wllh possible persond If" and property damage. For general guldatce regordhtg the fotxk< lion. storage, delivery. erection and btacing of trusses <ntruss systems. trsystems, soeANSI/1PI I Quality Criteria, OS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormaSon available from truss Rate Inslllute. 218 N lee Street. Suite 312. Alexandria. VA 22314. Tarrpe, FL 33610 o russ russ ype lypry T12379892 WPOt26 EJ6G MonopitchGoder t t Job Reference Lionel tfusaersrostsource.tanpa, rtamtdry.rtorwesaooc •.-.y•-•••.•..-^...-.. JV •'- ID:75SJeCO8yOW2ilGVr5nBLly96Pw-FBPLWJna 1 Zw7bcHUhmyDVLGXHefYOX3601eyPCZT 3- 3-5 6.4-0 3. 3.5 3-0-11 2x4 11 Scale = 1.19 9 3x6 = 30 = 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 NO Code FBC2014/TPI2007 CSI. TC 0.16 BC 0.64 W B 0.44 Matrix) DEFL. in Ven( LL) -0.02 Ven( TL) -0.04 Horz( rL) 0.01 loc) Vdefl L/d 5 > 999 240 4- 5 >999 ISO 4 rVa rJa PLATES GRIP MT20 244/190 Weight: 34 lb FT = 20%, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( Ib/slze) 1=1625/0.8-0, 4=967/Mechanical Max Harz 1=106(LC 8) Max Upliftl=-390(LC 8), 4— 276(LC 8) FORCES. ( lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1628/367 BOT CHORD 1-6=-414/1464, 5-6=-414/1464, 5-7=-414/1464, 4-7=-414/1464 WEBS 2-5=-231/1146, 2-4— 1607/454 NOTES- 1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2pst: BCDL=6.Opsf; h=25I1; Cat. 11; Exp C; Encl.. GCpf=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 20.0psl 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 390 lb uplift at joint 1 and 276 lb uplift at joint 4. 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) 724 lb down and 183 lb up at 0-4-0, and 718 lb down and 189 lb up at 2-4-12, and 718 lb down and 189 lb up at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Ven: 1-3=-54, 1-4=-20 Concentrated Loads (Ib) Ven: 1 =-724(F) 6=-718(F) 7=-718(F) Q WARNING. VarUy doslyn panmefon and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 1r/1-7477 rev. 146=016 BEFORE USE Design valid for use only with MllekO connectors. Itls design It bawd only upon patamolers shown. and Is for an individual imitating component. nol a tnrss system. Before use, the IxMcgno deslgnef must verify the a plICatAlly of design parameters and properly Incorporate i -& design Into the overall Wilding design. ®ockV Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlllon l temporary and permanent tracing WOW Is always rect trod for stablllly and to prevent collapse vAlh possble personal Inpay and property damage. For general guidance tegadng the fabilcollon. storage. delivery. erection and tracing of trusses and furs systems seeANSI/IPI I Guatlpy Critedo, OSS-89 and BCS1 Building Component 6904 Parke East Blvd. Safely Information ovallatAe from truss Rate Insillute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type H PIV 712370693 WP0126 E.17 Jock -Open 23 1 Job Reference bona o.. tlurtders 1-1161source. lempa. tram t,ny. rwnaa auoo , itGVr nB . y96Pw--. tnCo...-_...._ . -- . _ -- 10:75SJeCOeyOW 21tGVr5nBL1yt16Pw•jNzlkfnCot2A6GAogagwJ91Y2gvxNCcamiszg4yPC2S 1-0-0 7-" 1-0-0 1 7-" Scale = 1:19.1 3x4 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ven(LL) 0.10 2-4 763 240 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 We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 23 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz2=136(LC 12) Max Uplift3=-114(LC 12), 2=-81(LC 12) Max Grav3=159(LC 1), 2=324(LC 1). 4=121(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 6-0-0 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=6.Opsf; h=25f1; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2.0.0, Inteffor(1) 2.0.0 to 6-11.4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 3 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 lit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 3 and 81 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 - Vorfry dodyn peramafars end READ NOTES ON THISAND INCLUDED AMK REFERANCE PAGE Na-7/73 rev. 1409/2016 BEFORE USE Design vdkl for use only with I41ek8con neclors. IMs design Is based orgy uMn paameters shown. and 1s for an i ndlvkuual bulling component, not a trim system. Before use, the building designer must verify the d> 4AIcab llty of design Para neters aril properly I ncorp oioto this design Into the ovaatl orgy. Additional temporary and permanent bracing M iTek' prAaing design. 19drci ng Indlcaled is to provenl budding of individual trim web and/or chord members 6 aiways required for stabSlly and to prevent edlarue with possible personal tray and ixopeny damage. For general guidance regarding iho labricdttlon. storage. delivery, erection and bracing of Inures and lam systems, see:ANSIMI I euoll fy Criteria. DSB-89 and SCSI Building Component 6204 Parke East Blvd Safety =Madan available from Imm Waco Institute. 218 N. Lee Slieel. Suile 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type b T12370694 W P0126 HJ6 Roof Special Girder t 1 Job Reference (optional) c.: rw e .. nnm, n, o..,• , Builders Flrsl5outCa. Tarrpa, flan Lay. rronaa aabba ..._„ a ....y .,..._....... _.. ...___..._-.— ... __. _. - . __ . - 10:75SJeC08yOW 2itGV r5nBLly96Pw-iNzlkinCot2A6GAogagwJ91ZFgrZNAgamiszq4yPCZS 4.9.10 8.11.8 1.5-0 4.9.10 4.1.13 Scale = 1.19.6 2x4 11 LOADING (psf) SPACING 2.0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.60 Ven(LL) 0.18 2-5 580 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.76 Ven(fL) 0.43 2-5 239 ISO BCLL 0.0 ' Rep Stress Incr NO W B 0.19 Horz(TL) 0.01 5 n/a We BCDL 10.0 Code FBC2014/TPI2007 Malnx) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=387/0-10-15, 2=40WO-11-5 Max Horz2=137(LC 7) Max UpIi t5=-148(LC 5), 2=-138(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-545/209, 3-6=-539/241 BOT CHORD 2-8=-279/513, 8-9=-279/513, 9.10=-279/513, 5-10=-279/513 WEBS 3.5=-490/280 Structural wood sheathing directly applied or 6.0-0 oc puffins, except end venicafs. 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=6.Opsf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MW FRS (envelope); cantllever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 5 and 138 lb uplift at join( 2. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 85 lb up at 1-5-12. 77 lb down and 85 lb up at 1.5.12, 281b down and 42 lb up at 4.3-11, 28 lb down and 42 lb up at 4.3-11, and 54 lb down and 97 lb up at 7-1-10, and 54 lb down and 97 lb up at 7-1-10 on top chord, and at 1-5-12. at 1-5-12, 9 lb down at 4-3.11, 9 lb down at 4-3-11, and 361b down at 7-1-10, and 36 Ib down at 7.1-10 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert. 1-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 6=44(F=22, B=22) 7=-75(F=-38, B=-38) 10=-36(F— 18, B— 18) Q WARNING - Vorny design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE A07472 rov. 10A 2015 BEFORE USE Design, valid for use only wilh MI lekO connectors. Bls deslAn B based only upon parameters shown. and is for on trx9Ndual building component, not a truss system. &:fore use. the lxdkbV designer must verify the appOcabllty of design parameters and poperly Incogxxale this design Into the overallorgy. Additional temporary apermanent bf frig MiTek' buildingdesign. acing Indicated Is to prevent budding of Individual mb miss weand/ofnd chard members buiBrisatwoysrequiredfor stability and to prevent collapse wtlh possible personal Inpay and property damage. For general guidance ce regarding B,ek"Icatbn, stofoge. delivery, eieclion and bracing of trusses arYJ truss systems, seeANSI/IPI I Quality Criteria, DSB-89 and SCSI Buli ing Component 6904 Parke East Blvd. Safety IMamaBon available from truss Rate InstlMe. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tarrpa. FL 33610 Job Truss Truss Type tY T12379695 W P0126 HJ6A Root Special Girder 1 1 Job Reference (optional) tl OW$ 1•aS1b*UfW, taupe, rtanl bay. r wlaa__....... ...---...__. ..._. - .- _---- - .---- -- _ - 10: 75SJeCO6yOW21tGVr5n8LIy96Pw-CZX61AogZAA0k01 OIL9sNIms4C86es NbxMWyPCZR 1.5.0 4-9.10 8-11-8 1.5-0 4-9.10 4.1.13 Scale = 1:19.6 2x4 11 8.10.15 04.9 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(L-) -0.13 5.8 842 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.31 5-8 342 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 5 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=410/0-8-0, 5=385/0.10-15 Max Horz2=137(LC 7) Max Uplllt2=-116(LC 4), 5=-159(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-543/244, 3-9=-511/271 BOT CHORD 2-11=-305/521, 11-12=.305/521, 12-13=-305/521, 5.13= •305/521 WEBS 3-5=-502/309 Structural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 8CDL=6.0psf; h=25ft; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This tens 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at Joint 2 and 159 lb uplift at joint 5. 5)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 85 lb up at 1-5-12, 74 Ib down and 85 Ib up at 1.5.12, 281b down and 421b up at 4-3-11, 281b down and 42 Ib up at 4-3-11, and 54 Ib down and 97 Ib up at 7-1-10, and 54 Ib down and 97 Ib up at 7-1-10 on top chord, and at 1.5-12, at 1.5-12, 91b down al 4-3-11, 91b down al 4-3.11, and 361b down at 7.1.10, and 36 Ib down at 7-1-10 on bottom chord. The desigrVselection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-54, 5-6=-20 Concentrated Loads (lb) Vert: 9=44(F=22, B=22) 10=-75(F=-38, B=-38) 13=-36(F= 18, B=-18) Q WARNWO. verl/y dadgn parernorore and READ NOTES ON Thin AND INCLUDED MrFX REFERANCE PAGE MD-7473 rev. INOY1015 BEFORE USE. Design valid lot use only with Mllek9 conneClals. This design 6 based only upon paamelen shown. and Is (at an individual building component, nor a (russ system. Before tiro, the building doslgner must verity the applicability of design pars rarnotesandproperly Incor orate this design Into the oval," building design Bracing Indicated Is to prevent bucatng of Individual (russ web and/or cnord members orgy. Additional temporary and permanent bracing MiTek' Is always tea6med for slablilty and to pxevenl collapse wllh possible personal frYuY and Ixopeny damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing or trussos and truss systoms, seeANSI/rPl I Quality Criteria, OSS-89 and &CSI Building Component 6904 Parke East Blvd. Safety information available from Russ Rate InslpMe. 218 N. Lee Streel. Suite 312. Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply r1237es96 W P0126 HJ7 Orayonel Hip Girder 6 t Job Reference (optional) tsunaers rostsource, tangs. ream any, roue saaoo •. .^tea ••••....-^...•...••. ..._ ... __. _. .-------.. .-.-. I0:75SJeCOSyOW 2itGVr5nBLly96Pw•gm5U8LpSKUItMaKBy?SOOarx5UbVr 1 yt01 L4vyyPC20 1.5.0 5-2.9 9.10.1 1-5.0 5.2.9 4-7-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP N0.3 GAY 11 2x4 = 2x4 - 3x4 = SPACING- 2-0.0 CSI. Plate Grip DOL 1.25 TC 0.39 Lumber DOL 1.25 BC 0.47 Rep Stress Incr NO WS 0.33 Code FBC20141TP12007 Matrix) REACTIONS. (lb(size) 4=124/Mechanical, 2=445/0-10-15, 5=290/Mechanical Max Horz2=146(LC 22) Max Uplifl4=-98(LC 4), 2=-138(LC 4). 5=-62(LC 8) Scale = 1:21.8 DEFL. in loc) Vdefl L/d PLATES GRIP Vert(LL) 0.03 6.7 999 240 MT20 244/190 Ven(fL) 0.10 6-7 999 180 Horz(rL) 0.01 5 We rVa Weight: 41 lb FT = 20% 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. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-762/171, 8-9=-737/187, 3.9_ 703/179 BOT CHORD 2-11=-254/702, 11-12=-254/702, 7-12=-254l702, 7-13=-254/702, 6-13=-254/702 WEBS 3.7=0/284, 3-6=-746/270 NOTES- 1) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f1; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOt.=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at Joint 4, 138 lb uplift at joint 2 and 62 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) 78 lb down and 85 lb up at 1-4-15. 78 lb down and 85 lb up at 1.4-15, 28 lb down and 42 lb up at 4.2.15, 28 lb down and 42 lb up at 4-2.15, and 54 lb down and 97 lb up at 7-0-14. and 54 lb down and 97 lb up at 7-0-14 on top chord, and at 1-4.15. at 1-4-15. 9 lb down at 4-2-15, 9 lb down at 4-2-15, and 36lb down at 7.0-14, and 36 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 (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) Vert: 8=44(F=22, 8=22) 10=-75(F=-38, B=-38) 13=-36(F=-18, B=-18) 0 WARNING . Verly design puamofen and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M/1-7473 rev. I4WMIS BEFORE USE. Oe9gn valid for use only Win Mllek9connecbrs. Ihlsde*tn Is based only upon poiamefers shown, and Is for an individualividual txBdhng component, not a limes system. Before use. the building deslgrxrr must vedfy lie apobcabllty of design Ixaanelers ardf pxopetty Incogorate tnls design Into the overall building design. Bracing Indicated Is to prevent buckling of individual Ism web and/or chord members only Addhlorxf temporary and I)wmcmnl bracing M iTek' Is atways recµtred for slablIlty and to pxevenl collarAo vAlh possexe lorsald lytay and Ixopeny damage for gererai grldance regarding the ladlCalkxn. storage, delivery. otection arKI bracing of tnrsses and lass systems. soeANSI/IPI t Quality Cdleda, OSS•89 and SCSI Butlding Component 6904 Peck& East Blvd. Safely Information avdtablle from truss Plate Institute. 218 N. Lee Street. Sutler 312. Alexandria VA 22314. Tempa. FL 33610 Job Truss Truss Type ty Ply T12379697 WP0126 T01 Common Supponsd Gable 1 1 Job Reference lions uR.L I..w...,.... 1.... W M 9] 14 nn nI 9n V Pwnw f Builders FaSlSeurca. Tarrga, Yram Gay. Hotica 3JD66 ....-... o ....y . __....... _.. ...___...__...._. ... __. _. _ _ _ __ _„_ ID:75SJeCO8VOW 2itGVr5nI5Uy96Pw-BylaMhg45oOkzkvN W IOdxoN8Gt2TaYHOSh4dRPyPC2P 1 0 0 10.6.0 21-0-0 1-0-0 10.6-0 10-6-0 Smote = 1:37.8 4x6 = 30 = 23 22 21 20 19 18 17 16 15 14 30 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In poc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 12 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 12 rVr 120 BCLL 0.0 ' Rep Stress Incr YES WS 0.07 Horz(TL) 0.00 12 Na rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 99 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC purlins. SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. All bearings 21-0-0. Ib) - Max Horz2=-74(LC 13) Max Uplift All uplift 100lb or less at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 19, 20. 21, 22, 23. 17, 16, 15, 14, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7.8=-79/250 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDt-=4.2psf; BCOL=6.Opsf, h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 2.0-0, Extedor(2) 2-0-0 to 10-6-0, Comer(3) 10.6-0 to 13-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 20 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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 100 lb uplift at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12. 10) 'Semi -rigid pttchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verr/y design paramorera and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE MIF7473 rev, I&DIW I5 BEFORE USE Oeskin vdId for use only v4th MltekO connectors. this desIM Is based only upon lxxometars shown. and Is for an I dllNpual buWlrtd component. not a Inn system. Below use. Its Ixdk&Q designer must ver ry the <Ilp{xk aipllty o1 <feslgn rxaameters ardl properly Incorporate this doslgn Into Its overall bxBdlM design. ®acing Inacated Is to prevent buckltrlg of Ird]Ivldual Inns web and/or chard members only. Adailloral temporary and permanent bracing MiTek' Is always re"od for slabtilly and to prevent collapse with possible personal Inluay and properly damage. For general guldalee regarding the taxlc<nkpn. storage. dortvery. erection <uxl tracing of tnnsos <rrdl lain systems, seeANSI/IPI I Quality Cdterla, OSS-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available horn truth Hate Institute. 218 N. Lee Street. Sulle 312. AlexadMa. VA 22314. Tarrpo. FL 33610 Job Truss Truss Type Qty T12370698 WPOI26 702 Common 11 Job eference (optional) eulara Fatl5outca. lamps, tram txy, monad saaoo .. •---.. .._.__..___....--_----_--- -- 10:75SJeC08yOW 2ilGVr5nBLly96Pw-SylsMhg45oOkzkvNWIOdxoN80twzaXiOSh4dRPyPCZP 1-0-0 56.14 106-0 15.5.2 21-0.0 22-" . 1-0-0 5.6.14 4-11.2 4.11.2 56-14 1.0.0 Scale = 1:37.8 4x6 = Ig 3x4 = 3x4 = 30 = 3x4 = °x° - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) -0.06 2-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ven(TL) -0.19 2-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.05 6 rVa We BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7.12 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=824/0-8-0, 6=824/0.8.0 Max Horz2=74(LC 16) Max Uptitt2=-208(LC 12), 6=-208(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11- 1444/608. 3.11-1395/620, 3-12=-1272/568, 4-12=-1214/578, 4-13=-1214/578, 5.13=-1272/568, 5-14=-1395/620, 6.14-1444/608 BOT CHORD 2-10=-475/1272, 9-10= 249/863, 8-9=-249/863, 6.8=-491/1272 WEBS 4-8=-153/447, 5-8=-267/251, 4-10=-153/447, 3.10=-267/251 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=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0.0 to 2-0-0. Interlor(1) 2.0.0 to 10.6-0, Exterior(2) 10-6-0 to 13-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 2=208, 6=208. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING- Vady dawfin paramorara and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rov. IdW,2016 BEFORE USE Oeslgn valkl tot use only Win Milek® connectors. Ms design Is based only upon parameters shown. and Is for an Individual IxAdkV component. not a Inds syslent. Before «se. the LxAding designer must verity the appxkabllty of design pacunelefs cxnd propoily Incorporate this d--Jgn Into the overall ody. Addllawl lemlxxary and permanent txcr-UV MiTek' txAdng design. 0ackV Indicated Is to prevent buckling of Individual Mm web and/or chard members is always required for sk&Ally and to prevent collapse wllh pos*Ae personal Iyuay and Ixoperty damage For gerafal guidance tegadng One fabrication, slorage. delivery, erection OW bracing of IR ses arxl truss systems seeAN51/IPI I Cuatity Criteria, OSS-89 Ond BCSI Bundling Compwnanl 6904 Parke East Blvd Salary Information avalla111e Ian Truss Hale Inslllute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tamps, FL 33610 Job russ russ ype 1y 712370609 WP0126 T03 Common 3 17'. Reference (optional) BOOM FeS15OUICe. rarl4a, I -lam IJay, 1-10(108 33000 ..o-... o ....y ... ,............. ............ __ .. ID:75SJeCQSyOW2ilGVrSnBLIy96Pwc8DEZOgnsSYbbuUZ30vsT?wJ?HGMJ uAgLgBzryPC20 1-0 0 56.14 10.6-0 15-3-4 20.4-0 1-0-0 5.6-14 4-11.2 4.9.4 5.0.12 Scale - 1:35.3 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = M - 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/fP12007 CSI. TC 0.30 BC 0.51 WB 0.17 Matrix) DEFL. in Ven(LL) -0.06 Ven(TL) -0.17 Horz(TL) 0.04 loc) Well Ud 2-10 >999 240 2.10 >999 180 7 rVa r a PLATES GRIP MT20 244/190 Weight: 92lb FT =20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc puriins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 20 SP No.2 2-8-0 REACTIONS. (Ib/size) 7=738/Mechanical, 2=814/0.8-0 Max Horz 2=81(LC 12) Max Uplift7=-169(LC 13), 2=-206(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-11=-1422/616, 3-11=-1373/628, 3-12=-1258/583, 4-12=-1201/593, 4-13- 1136/583, 5-13=-1187/573, 5-14_ 1250/622, 6-14_ 1292/615, 6.7=-1340/610 BOT CHORD 2-10=-506/1252, 9-10- 266/840, 8-9=-266/840, 7-8=-472/1176 WEBS 3-10=-264/250, 4-10=-158/455, 4-8=-127/388 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp C; Encl., GCpl--0.18; MW FRS (envelope) and C-C Exterlor(2) -1-0.0 to 2-". Interior(1) 2-0-0 to 10-6-0. Exterior(2) 10-6-0 to 136-0 zone; cantilever left and right exposed; end vertical left and tight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=169, 2=206. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Vorf y dodgn pammofem end READ NOTES ON THIS AND INCLUDED )WnEK REFERANCE PAGE MIF7473 rov. faea"IS BEFORE USE. Design vaikl for use only vAlh Mllek0conneclors this design is based orgy upon palanelers shown. and B loran individual building component. not a truss system. Below use, the bulking designer roust verify the apPlk:arblity of design pcxanoten and properly fincopaate this design Into the overall lxng design Bracing Indicated Is to prevent b uckixng of Indlvkftrat Iniss web and/or chord members only. Additional lemporory and permanent ba8dhinto MiTek' 6 always recRhed fa stability and to prevent collapse with poss[Ne personal k*jry and properly damage. For general guidance regadng the fabrication, storage. delivery. erection and tracing of Misses and lots systems, seeANSI/IPI I Quality Criteria. OSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from truss Plate Institute. 218 N. Lee Street. Site 312. Alexandria. VA 22314. Tampa. FL 33610 o russ Truss Type tY T12379700 W P0126 1:04 Roof Special Girder 1 t Job Reference tiona auadars rastsarrce, r anpo, rrom city, rwnaa saaoo ID:75SJeCQSyQW2itGVr5nSLly86Pw-4Lmc rLdPgSD23ld7Q5ODTOshYZ2GxJv7Zl VOCZN r -0 5.8.14 10.6.0 14 6-0 22-8.0 29.0-0 30-0-0 1.100 5$•14 4-11.2 4.2-0 600 6.4-0 10-0 Scale = 1:52.7 44 = 34 = sz 11 7xlo = 3x6 = 3x8 = 9 3x4 = 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) -0.23 2-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ven(TL) -0 60 2-12 >449 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.89 Horz(rL) 0.03 9 n/a rVa BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-4.0 oc purllns. 5.6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' 7-10: 2x6 SP M 26 WEBS 20 SP No.3 REACTIONS. All bearings 6-4-0 except Qt=length) 2=0.8-0. lb) - Max Harz 2=75(LC 27) Max Uplift All uplift 100 lb or less at joint(s) except 2=-228(LC 8), 9=-698(LC 9). 7=-311(LC 19) Max Grav All reactions 250 Ib or less at joint(s) 7 except 2=879(LC 1). 9=2652(LC 1). 9=2652(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1524/415, 3-4=-1180/292, 4.5=-1170/285. 5-13=-1458/458, 6-13=-1458/458, 6-7=-168/943 BOT CHORD 2-12=-382/1362, 11-12=-344/1485, 10-11=-345/1490, 10.14_ 727/165, 14-15=-727/165, 9-15=-727/165, 7-9=-820/197 WEBS 3.12= 381/256, 4-12- 109/645, 5-12=-581/297, 5-11=-491/199, 6.10=-534/2337, 6-9=-1635/558 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10: VUIt=140171ph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 Ili between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2, 698 lb uplift at joint 9 and 311 lb uplift at joint 7. 7) 'Semi-ngid 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 suppon concentrated load(s) 138 lb down and 125 lb up at 21-10.15 on top chord, and 947 lb down and 296 lb up at 20.4.12, and 79 lb down at 21.10.15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) secllon, loads applied to the face of the truss are noted as front (F) or back (B). 10) '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.' LOAD CASE(S) Standard Continued on 3a e 2 WARNING • Verity dedyn panunetore and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE MR-7473 rev. IaG3"I6 BEFORE USE Design valkl for use only Win MIIek6 conneclors. IMs design is lased only upon larameters shown. and Is for on InUMdrrsl building Component. not a Was system. Beforu rose. the Ixltding deslgnur must verily the applk:ablity of design lararnelors and proporiy Incorporale this duslgn Into the overall buildingding design. Bract Indicated Is to Ixevenl buckling of 1ndNklual tans web and/or chord members only. Additional temtxxary and permanent Ixacfrng M!Tek' B always required for stablllly and to prevent collapse wllh possible pew ral Injury and INOperiy damage. For general gtildo nce regarding the fabrication. storage. doltvery. erection and bracing of IRmes and truss systems, seeANSI/IPI I Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Informatlon avalkltxe from Irus Rate Inslllute. 216 N. Leo Street. Sulte 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type oty ply T12370700 WPW26 T04 Roof Special Girder 1 1 Job Reference bona Budders FealSOurce. Terrpa, clam Udy, rlerraa 3Jttee ....... i ....i ............. _ ...__....__...._ ... __. _. .. __ __ __ .. . _o_ _ 10:75SJeCQSyOW2ltGVr5n8Lly96Pw-4LmcnMrLdPgSO231d7050OTOshYZ2GxJv?ZkV PCZN 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, 5-6=-54, 6-8=-54, 2-7=-20 Concentrated Loads (lb) Vert: 13= 98(B) 14=-947(B) 15=-39(8) WARNING - Ver11y desgn paramotwe end READ NOTES ON 17r1S AND INCLUDED dWIEK REFERANCE PAGE M/F7473 Mv. 10,03R015 BEFORE USE OesIgn valid tot use only with lvBlek® connectors. IMs design Is based only upon paramelers shown. and is for an trxAvidhal building component. not a Inns system. Before use, the building designer must vedfy the apWk;al%Iry, of design parameters and properly Incorporate this design Into the overall bu ldna design. Bracing Indicated Is to prevent txrcldtng of Indlvkkal Russ web dad/or chard members only. Additional temporary and permanent txachlg M iTek' B always regJred for stabtitty, and to prevent collapse wllh possmle personal kdnn' and property damage. For general guidance legardng the fabrication. storage. dellvery. erecliorn and bracing of trusses are Russ systems. seeANSI/1PI I Quailly, Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Rate Institute. 218 N. Lee Street. Sudle 312. Aloxondrlo. VA 22314. Tampa. FL 33610 0 Truss truss type N T12379701 W P0126 T05 Hip 1 1 Job Reference(optional) PBuildersFvstSource, Tampa. Plam City. Florida 33566 7 640 s Aug 16 2017 MTek Induslnes. Inc Fm Ocr 27 14 00 07 —17 eye 1 10:75SJeC08yOW 2itG Vr5nBLly96Pw-YXK?_rszOloJrBeyBrxKZO?dV5uSno5SeeJH2kyPC2M 0-0 4.5.14 8-4-0 14.6-0 20.8-0 I 21: 1.0-0 4.5-14 3.10.2 6.2-0 6.2.0 3-10 2 1 4.5.14 1-04 Sra 4x6 = 3x8 = 4x6 = 1 15 5 16 6 Scale = 1:51.8 jY 0 3x6 = 1:s rc — 3x6 = 3x8 = 2x4 I I 3x4 = 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/TPI2007 CSI. TC 0.42 BC 0.73 W B 0.51 Matrix) DEFL. in Ven(LL) -0.14 Ven(TL) -0.36 Horz(TL) 0.11 loc) Wall L/d 12 >999 240 8.10 >942 180 8 n/a rVa PLATES GRIP MT20 244/190 Weight: 139 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc punlns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1.9 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1120/0-8.0, 8=1120/0-8-0 Max Horz 2=-60(LC 17) Max Uplift2=-275(LC 8), 8=-275(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2137/1070, 3.14=-2108/1082, 3-4=-1927/932, 4.15=-1760/915, 5-15=-1759/915, 5-16=-1759/915, 6-16=-1760/915, 6-7= 1927/932, 7-17=-2108/1082, 8-17=-2137/1070 BOT CHORD 2-13= 908/1915, 12-13= 903/2163, 11-12= 903/2163, 10-11=-903/2163, 8-10=-916/1915 WEBS 4-13=-123/481, 5-13= 560/285, 5-10= 560/285, 6-10— 123/481 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft Cat. 11, Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interlor(1) 2.0-0 to 8-4-0, Extenor(2) B-4-0 to 24-8.6. Intedor(1) 24-8-6 to 30-0-0 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 275 lb uplift at joint 2 and 275 lb uplift at joint 8. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verify dodgn Pwamoters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M467473 rov. I&OW016 BEFORE USE. Design vrIDd fa use only vAlh Mltek® connectors. this design is based only upon rxaamelets shown, and is for an IndMcluol building component. not o Buss system. Before use, the (xdtdkng designer must verify the cii)"Icabllly of design IxxOmelers and properly Incorlwtale this design Into the overdl building design. Bracing Indicated Is to prevent buckling of Incflvldual Inns web and/or chord members only. Additional temporary and permanent bracing M!Tek' is dways rectdrod (of slotAlty and to prevent collapse with Idle personal knhay and IxoPerty damage• For general gukfornce regarding the latxlcalkrn. slorage, dellvery. erection Mitt bracing of trusses Ond truss systems. seeANSI/1Pt1 CuatlN Criteria, OSS-89 and BCSI Building Component 6004 Parke East Blvd. Safely Information ovalic"a Iran Buss Plate institute. 218 N. Lee Sheel. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ory Ply T12379702 W P0126 T06 Hip 1 1 Job Reference o tional 9addars Frrsibource. f anQa. rwm Vdy, fiorwa 737ea ..,-... o ....y ... ........... ...___...__. _•_. ... __. _. ...__._. _o_ . 10:75SJeCO8yOW2itGVr5nSL1y96Pw-YXK? fszOloJrSeyBrxKZO9eS5vdntNS8eJH2kyPCZM 1-0-0 5s•14 10-4-0 14.6.0 18.8.0 236-2 29.0-0 30-0Q t-o-0 Ss• 4! 4.10-2 a•24 a-2-o a-to-2 s-s-1a Scale = 1:61.8 4x6 = 3x4 = 4x6 = ly 0 3x6 = 14 w _ - 3x6 = 2x4 II 3x8 = 3x4 3x8 = 2x4 11 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 FBC2014r'TPI2007 CST. TC 0.36 BC 0.65 W S 0.24 Matrix) DEFL. in (hoc) I/dell Ud Ven(LL) -0.14 11-13 >999 240 Ven(TL)-0.4211-13 >812 180 Horz(TL) 0.11 8 rVa We PLATES GRIP MT20 244/190 Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purilns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ita/size) 2=1120/0.8-0, 8=1120/0-8-0 Max Horz 2-73(LC 17) Max Uplift2=-252(LC 8), 8=-252(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.15=-2179/1013, 3-15=-2126/1025, 3-16=-1761/860, 4.16=-1706/874, 4-5=-1589/865, 5-6=-1589/865, 6-17=-1706/874, 7-17=-1761/860, 7.18= 2126/1025, 8-18=-2179/1013 BOT CHORD 2.14-855/1939, 13-14=-855/1939, 12-13-687/1697, 11.12=-687/1697, 10-11=-861/1939, 8-10=-861/1939 WEBS 3.13-411/281, 4.13-133/432, 5.13-264/174, 5.11=-264/174, 6-11-133/432, 7-11=-411/281 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=6.Opst; h=25ft; Cat. II; Exp C; Encl., GCpl=4.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 2.0-0, Intedor(1) 2.0.0 to 10-4-0, Extedor(2) 10.4.0 to 22-10-15. In(edor(1) 22.10-15 to 30.0.0 zone; cantilever tell 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 toad 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 252 lb uplift at joint 2 and 252 lb uplift at joint 8. 7) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING • Verily dadgn psramoton and READ NOTES ON TNIS AND INCLUDED WTEK REFERANCE PAGE MII.7472 rev. 10ALMOIS BEFORE USE Design valid (or use only with Mltek® connectors. this ak-g p1 is based only upon pxaanelers shown. a ci is Tor an I dlMdual b ulding canponent, not a truss system. Solaro use, the building dostpner mhal verity the alNwcab111ry or design pxuaneters and Ixopedy hCapotalo this doslgn Into lho ovefddl bxAalng design. Bracing Indicated Is to rxeveni buckling of IndlAdual Truss web and/or chord members only. Additional lemtorary and permanent bracing WOW is always rogJrod for stability and to pevent collaim wllh possible personal t1baY and Ixoperty damage. For general guidance tegardthg the lobticatkxL slorooe. dellvery, erection and bracing of busses and Inlss systems- seeANSVM I Quality Criteria. OSR-89 and /CSI Building Component 6904 Parke East Blvd Safety Information avolialxe torn Truss Rate institute. 218 N. Lee SUeel, Suite 312. Alexandria. VA 22314. Tampa• i. 33610 Job Truss Truss Type 0ryty T12379703 WP0126 T07 Hip 1 t Job Reference bona Builders FestSource. Tampa, Plant City, Ffortda 33566 7.640 Aug to 20, 7 Iva, 6k ,,,uus•(!as. „ C •• • .v. ID:75SJeC06yOW2ltGVrSnBLIy96Pw•OluNC2thgO wASLC81YSZ5eYouVGYWGycNl2raAyPCZL 1 14-0 29-0-06.S-14 12-4.2 166-0 226-2 30-0 Q 1-0-0 6.6-14 5.10.2 4.4-0 5.10.2 6.5.14 1.0.0 5x8 = 4x6 = Scale a 1:51.8 3x6 = 14 1Z Iv 3x6 = 2x4 II 3x4 = 3x4 = 2x4 11 19 = LOADING(psf) TCLL 20.0 TCDL 7.0 8CLL 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 0.45 BC 0.61 WB 0.47 Matrix) DEFL. in (hoc) Well Ud Ven(LL) -0.11 12 >999 240 Ven(rL) -0.28 12-13 >999 180 Horz(rL) 0.11 7 rVa Na PLATES GRIP MT20 244/190 Weight: 142 lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ibtsize) 2=1120/0-8-0, 7=1120/0-8-0 Max Horz 2=-86(LC 17) Max Uplift2=-26l (LC 12), 7=-261(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14_ 2159/968, 3-14- 2098/983, 3.15=-1589/795, 4-15=-1521/812, 4-5=-1413/814. 5-16= 1521/812, 6-16=-1 590/795,6-17=-2098/983, 7-17=-2159/968 BOT CHORD 2-13=-809/1917, 12-13=-809/1917, 11.12- 515/1412, 10-11=-515/1412, 9-10=-815/1917, 7-9=-815/1917 WEBS 3.13=0/266, 3-12=-574/326, 4-12=-78/364, 5-10=-95/365, 6.10=-573/326, 6-9=0/266 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=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0.0 to 2-0-0. Interior(1) 2-0-0 to 12-4-0. Exterior(2) 12-4-0 to 16-8-0, Interior(1) 20-10-15 to 30-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurcenl 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 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 261 lb uplift at joint 2 and 261 lb uplift at joint 7. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q 1VARN/NG - Varrry deafgn perarrtwom end READ NOTES ON THIS AND WCLUDED MASK REFERANCE PAGE MB-7473 rov. 1OW201S BEFORE USE Design valid for use only with fv9lek9conneclois. this clesign Is lased only upon parameters shown, and Is for an indlAdual IxRtling component. not a taus system. Before use. the building designer must vedly the applicability of design parameters and Ixopedy Incorpototo 0nh design Into Ina overall building design. Bracing frWlcated Is to prevenl buclrlhng of Indivicltral truss web and/ot chard members only. Additional lempotary and permanent brachia iwiTek' It always rec"ed lot stability and to prevent collaim with possible personal "and prodeny damage. For general guidance regarding the ratxk:ation. storage. delivery. erection and tracing of Misses and truss systems. seeANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Compomfil 6904 Parke East Blvd. Safely IMormaBon ovallabte horn truss Rote Institute. 218 N. lee Street. Sulle 312. Alexandria. VA 22314. Tampa. Fl. 3300 Job Truss Truss Type b T12379704 WP0126 Too Hip 1 1 Job Reference (optional) tmraarsrasrbourco. Tampe. namt,ay,rrwraaaawo _..._....___......_.... __._- 10:75SJeCOByOW 21tGVr5n8LIy86Pw-UwSIPOu0wK214VrIKIGroerSxmubbFe21byo06cyPC2K 444 1-0-0 7.5.14 11.4-0 144o 214-2 291" 30-0-0 1-0-0 7.514 610.2 0-2 6-10.2 7.6.14 144 0.24 Seale = 1:52.7 6.00 F12 06 I4 0 3x6 = 13 1z "' 31t6 = 2x4 11 3x8 = 3x4 - 2x4 11 7•S14 14.4-0 1444 14 214-2 2a00 7•S14 610.2 P 6.10.2 7•114 0.2.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.11 12 999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.69 Ven(TL) 0.29 12-13 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(fL) 0.11 8 We rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 132 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz2- 100(1-C 17) Max Uplift2=-276(LC 12), 8=-276(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14- 2119/860, 3.14=-2051/878, 3.4=-1430/669, 4-15=-1372/676, 5-15=-1349/690, 5.16=-1349/690, 6-16=-1372/676, 6-7=-1430/669, 7-17=-2051/878, 8.17=-2119/860 BOT CHORD 2-13= 704/1877, 12-13=-704/1877, 11-12=-710/1877, 10.11=-710/1877, 8.10=-710/1877 WEBS 3.13=0/304, 7-10=0/304, 5-12= 2111702, 3.12=-715/391, 7-12=-715/391 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=6.Opst; h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0. Interior(1) 2.0-0 to 14-6-0, Exterior(2) 14.6.0 to 18-8-15 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint 2 and 276 lb uplift at joint 8 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity, model was used in the analysis and design of this truss. WARNING - Verily dedgn paramofon and READ NOTES ON 17119 AND INCLUDED WTEK REFERANCE PAGE NS-7473 rov. 1063/101S BEFORE USE Design valkf for use only Win Mllek0 conneclors. M design Is based oily Linn parameters Mown. and is for an trWMdral tusding component. not a tnm system. Before use. the building designer must verify the agalk;ab0lty of design parameters and properly Wotporato this design Into the overall t)(Ading design. WacNlg dxllcoled Is to prevent rxrcklNlg of Individual miss web aril/or chard members only. Additional temporary and permanent tracing WOW is always required log stability, and to prevent Collapse with possOxe personal Inkay and Ixoperty damage. For general gtldence togording the fatxlcatkxL slorngo. dollvery. erection crxf txcicbV of tnssm and truss systems. seeANSIfn4I Guallly, Criteria, DSB-69 and SCSI Building Component 6904 Parka East Blvd. satoty t Mon ovallable Noon truss Rate Institute. 218 N lee Street. Suite 312, Alexandria. VA 22314 Tanpa. FL 33610 Job Truss Truss Type Oty ply T12379706 W P0126 T09 Common 17 1 Job Reference (optional bsusaers hasibource. ranpe. ram may, taros J.uoo ^_ _ .._v-- I D:75SJeC08yOW 2itGVr5nBLly96Pw-UwSIPOu0wK214VnKIGroer5w9uW FFnjibyoO6cyPCZK i 1-0-01 76 14 14.6-0 21.5.2 29.0-0 3o-0 Q 1-0-0 76.14 6.11.2 6.11.2 76-14 1-0-0 Scale = 1:50.9 5.o0 12 4x6 jv0 3x6 = 30 = 3x6 = 3X4 = axo = 9-10-10 9.2.13 9.10.10 ' LOADING (psi) SPACING- 2-0-0 CSI. OEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) -0.26 10-12 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.96 Ven(fL) -0.59 2-12 >577 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.09 8 n1a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 126 lb FT = 20%, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 6=1120/0-8-0 Max Horz2— 100(LC 13) Max Uplift2=-276(LC 12), 8— 276(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.13=-2057/838, 3-13=-2008/859, 3-4=-18241778, 4-14=-1742l788, 5-14=-1741l798, 5-15=-174lf798, 6-15=-1742l788, 6.7_ 1824l778, 7-16=-2008/859, 8-16= 2057/838 BOT CHORD 2-12=-675/1838,12-17=-353/1224,11-17=-353/1224,10-11=-353/1224,8-10— 691/1838 WEBS 5-10=-210/653, 7-10=-396/347, 5-12= 210/653, 3-12=-396/347 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=6.Opsh h=25ft; Cat. II; Exp C. Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) -1-0-0 to 2-0.0. Intedor(1) 2-0-0 to 14.6-0, Exlenor(2) 146-0 to 17-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 36-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint 2 and 276 lb uplift at joint 8. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNINO - Vedy dedyn panmeron and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MA-7473 rev. 04AMMI6 BEFORE USE. Design valkl tot use only with Ml1ek5 conneolors. ft design is lased orgy upon parameters shown, as Is tot an IrxlMUal building component. not a Inds system. Before use. the building designer must verify the appllcablilty, of design paramelon and properly kwotp orale this design Into the overall building design. Bfacing Indicated Is to prevent buckling of Indivklual Inns web and/or chord members only. Addlllonal temporary and permanent bracing MOW is always required tot stahlllly and to prevent collapse wllh p ossM personal miry and ptoperty, damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of Irtlsos and Inns systems, seeANSI/bPl I Quality Criteria. OSS69 and SCSI Building Component East 6904ParkeEast Blvd. ParkeSafety Information available (torn buss Rate Insillute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Ta rape•33610 Job Truss Truss Type City Ply T12379706 WP0126 T10 Hip 2 t Job Reference (optional) Builders FirslSoutce. Tamps. Plant City, Florida 33566 r 640 s Aug 16 2017 Mr r ea industries. Me. rii a 27 14 00.10 2011 rage , 10'75SJeC08yOW 2itGVr5nBLly96Pw-z607ckurheSuilMXszU t A3d7vlyq_9wgcXye3yPCZJ 1-0-0 6.9.14 134-0 1T6-0.0 { 22.2.2 29-0-0 30-0-0, 1 0-0 6-9-14 6.2.2 3-0-0 6.2.2 6 9 14 1-04 5x8 = 4X6 = Scale - 1 51 8 IY 0 3X6 = 1z 11 w e 36 = 20 11 3X4 = 6X8 = 20 II LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCOL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 REACTIONS. (Ib/size) 2=1120/0-&0, 7=1120/0-&0 Max Horz 2=-90(LC 13) Max Uplift2=-266(LC 12), 7=-266(LC 13) CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.48 Verl(LL) -0.11 11 >999 240 MT20 244/190 BC 0.63 Ven(TL)-0.2911-12 >999 180 W B 0.57 Horz(rL) 0.11 7 rVa We Matrix) Weight: 144 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6.12 oc pudins. BOT CHORD Rigid ceiling directly applied or 6.6-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-2148/935, 3-13=-2085/951, 3.14= 1533/749, 4-14=-1460/767, 4.5_ 1357/775, 5-15=-1460/766, 6-15=-1533/748,6-16=-2085/951, 7-16=-2148/934 BOT CHORD 2.12— 777/1906, 11-12=-777/1906, 10-11=-463/1356, 9-10=-782/1906, 7-9=-762/1906 WEBS 3-12=0/284, 3-11= 624/347, 4-11= 92/353, 5-10— 117/355, 6-10=-624/347, 6-9=0/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUlt=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=6.Opst; h=25ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) -1-0-0 to 2-0-0, Interfor(1) 2-0-0 to 13-0-0, Extedor(2) 13-0-0 to 16-0-0, Interior(1) 20-2-15 to 30.0.0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 266 lb uplift at joint 2 and 266lb uplift at joint 7. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Vedly design paninaters and READ NOTES ON THIS ANOWCLUDED mrrEx REFERANCE PAGE UJI.7473 rev. I403/1015 BEFORE USE. Design valid for use only with MllekO connectors. [his design Is Lased orgy upon parameters shown. and Is lot an Individual buldling component, not a truss system. Before rise. the Ixtildng designer must verify the applicability of design parameters and properly Incorporate this dknign Into trio overall building design. ®dicing Indicated Is to prevent txtckting of Individual truss web anal/or chord members only. Additional temporary and permanent txtchtg MiTek' 6 always segrihed lot slatAlty and to prevent collapse with fossllle personal hurry and properly damage. For general guidance regarding to kdxication. sloragd•, dolivery, erection and Ixaclng of trusses and truss systems. weANSI/rPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tonpa, FL 33610 Job fuss Truss Type Oty ply T12379707 W P0126 T 11 Hip 2 1 Job Reference(optional) Budders FastSourca, Tan". Plant Coy. Florida 33566 •ic. „ c • • • • ... • • v- . ID:75SJeCQSyOW 2rtG Vr5nBLly96Pw-RIaVg4vTSxJUpxiOhOGjGADnilmjtU23GHVBVyPC21 0-0 5.9-14 11-0.0 18-0-0 23.2.2 29-0-0 30-0Q 1 0 0 5 9.14 5-2-2 7-0-0 5.2.2 5.9.14 1.0 0 Scale = 1:51 A 5x8 = 06 = r 16 17 5 Y 0 3x6 = la 1. — - 3x6 = 2x4 11 3x4 = 3x4 axe = 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) -0.11 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ven(TL) -0.31 10.12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(TL) 0.10 7 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 6-4-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 2=1120/0.8-0, 7=1120/0-8-0 Max Horz 2=-77(LC 13) Max Uplilt2=-250(LC 12), 7_ 250(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.14=-2170/994, 3.14=-2113/1007, 3-15=-1711/848, 4-15=-1657/864, 4-16=-1539/859, 16-17=-1539/859, 5-17=-1539/859, 5-18=-1657/863, 6-18=-1711/848, 6-19=-2113/1007, 7-19=-2170/994 BOT CHORD 2-13=-835/1929, 12-13— 835/1929, 11-12=-586/1538, 10-11=-586/1538, 9-10=-841/1929, 7-9=-841/1929 WEBS 3-12=-449/276, 4-12=-42/385, 5-10=-41/385, 6-10=-448/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0.0 to 2-0-0. Interlor(1) 2-0-0 to 11-0.0, Extedor(2) 11-" to 22-2-15, Interior(1) 22-2-15 to 30.0-0 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 250 lb uplift at joint 2 and 250 lb uplift at joint 7. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNAVG • Vedly design parameter and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE A07479 ray. IMI-2016 BEFORE USE Deslgt vc1ld for use only with Mltek® connectots. OVs design is based only upon pmamelers shown. and Is for an IndlAdual building Component. not a truss system. Before use, the IxakAng cleslgner must verity the oppllcabllly of design parameters cnxl pnopedy Incorporate this design Into the overall ding design Brochg Indicated Is to prevent txrcaing of Individual buss web and/on chord members only. Adtlitiorlal lemfsotary and pom-Kinlent txachg WOW is always regrdred lot stability and to Ixevent collgrse with possllle porsonal k1)try, and piopeny damage. For genetal guiddxoe regarding me Ic"Icalbrt. storage, dellvery, erection <dd bracing of trusses and buss systems seeANSI/IPI I Quality CriteAa, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available Aorn In= Plate Ins11Me. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tarrpa, FL 33610 Job Truss Truss Type a tY T12379708 W P0126 T 12 Hip 2 1 Job Reference(optional) C.: M .) f e nn f f 9nf 7 Pnnn f 6umers 1.1re1bource. i arlpa. MAI %,Ky. ranaa 4sa90 _-_ - • B • - --... i -" 14.VTSxjUp - -- - - - ID:75SJeC08yOW 2utGVn5nBLIy96Pw•RIaVg4vTSxJUpxIOhOGjGAJIiFOjeW 23GHVBVyPC21 t-0-0 4 9 14 e4-0 146-0 20-0-0 24.2.2 28-0.0 30-0Q 1.0-0 4.8.14 4-2-2 56-0 5.6-0 4.2-2 4.9-14 4x6 = 3x8 = 4x6 = Scale = 1:51 8 IY 0 3X6 = 14 rc _ — 34 = 3x8 = 2x4 11 3x4 3x8 = 1i-0-0 56-0 S." 1 9.0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) -0.16 2-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ven(TL) -0.45 2-13 >751 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.11 8 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-13 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1120/0-8-0, 8=1120/0-8-0 Max Horz 2=65(LC 16) Max Uplilt2=-267(LC 8), 8=-267(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14— 2130/1078, 3-14=-2101/1092, 3-4=-1878/915, 4-15— 1707/902, 5.15=-1706/902, 5-16=-1706/902. 6-16— 1707/902, 6.7— 18781915, 7-17=-2101/1092, 8-17=-2130/1078 BOT CHORD 2-13=-918/1911, 12.13= 820/1987, 11-12=-820/1987, 10.11=-820/1987, 8-10=-923/1911 WEBS 3-13=-250/279, 4-13=-121/472, 5-13=-440/240, 5-10=-440/240, 6.10— 121/472, 7.10=-250/279 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=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Exlerlor(2) -1-0.0 to 2-0-0. Interior(1) 2.0.0 to 9-0-0, Exterior(2) 9-0-0 to 24.4-6, Interior(1) 24-4-6 to 30-0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gnp 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 tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint 2 and 267 lb uplift at joint 8. 7) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNING - V81W doOgn par4motere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAOE M11.7473 rov. r0.09/2016 BEFORE USE Design vaild for use only wllh Nfek® connectors. lNs design Is based ordy upon rxaameters shown. and Is for an Individual building component. not a Criss syslem. Before use. Ine building designer rntrsl verity the dWicabilry of design Maineters and Ixopedy Inconpotate this design Into the overall only. Additional Iempotary and permanent tracing M iTewtxadtngdesign. Bracing Indicated Is to prevent bucMing of individual truss web and/or chard members It always tw4i ued ra stablllly and to prevent collapse with IoaBble personal trlprry and property danago. For general guidance regarding the fabrication. storage. delivery, erection and tracing of trines and truss systems. seeANSI/IP11 Cualily CdIeda. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Solely Information available horn Truss Peale Inslltute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty T1237e7o9 WPO126 Ti3 Hp OWN 2 t Job Reference o tfonel Builders FssiSource, Tampa. Plant City. Florida 33566 1 640 y Aug i6 cv.. M, k ..C. v,,..,.,,...,+.. . oyo . ID:75SJeC08yOW21tGVr5nBLty96Pw-NhiGFtKk_ZZTZ656X62kohFZl WOhBO_LWamcFNyPCZG t-0.0 3.8.14 7-0.0 12-0-0 17-0-0 22.0-0 25.2.2 29-00 30-0-0 I1-0-0 3.9.14 3 .2 5-0-025-0-0 5-" 3.2.2 3.9-14 1.0-0 4x6 = 30 = 30 = 6. 00 rl2 4 15 16 5 17 18 19 6 20 21 4x6 = 3x12 MT20HS - 14 22 23 24 13 12 25 26 r r 3x12 MT20HS 3x8 = 6x12 MT20HS = 3x4 = 3x8 = Scale = I MA Ip 0 LOADING ( psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.31 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Ven(TL) -0.65 13.14 >520 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.13 9 rVa rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 161 lb FT = 20°5 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-0.5 oc puriins. 4- 7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 7.5-3 oc bracing. SOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 2=2164/0-8.0, 9=2164/0-8-0 Max Harz 2=-52(LC 28) Max Uplift2=-676(LC 4), 9— 677(LC 5) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=4749/1474, 3.4= 4667/1459, 4-15=4356/1381, 15-16= 4358/1381, 5-16=-4357/1381, 5- 17=5892/1812,17-18=-5892/1812,18-19=-5892/1612,6-19_ 5692/1812, 6- 20— 4356/1382, 20-21=•4356/1362, 7-21=-4357/1382, 7-8= 4665/1460, 8.9= 4747/1475 BOT CHORD 2-14=-1325/4294, 14-22=-1798/5706, 22-23=-1796/5706, 23-24— 1798/5706, 13. 24— 1798/5706, 12-13=-1801/5706, 12-25=-1801/5706, 25-26=-1801/5706, 11- 26=-1801/5706, 9-11 =- 1305/4293 WEBS 3-14=•147/251, 4-14=-245/1333, 5-14=-1608/612, 5-13=0/450. 6-13=0/451, 6. 11=-1609/611. 7.11=-246/1332, 8.11=-147/252 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vu11=140mph (3-second gust) Vasd=108mph: TCDL=4.2ps1; BCOL=6.Opsf; h=25f1: Cat. II; Exp C: Encl., GCpi-0.18; MW FRS (envelope); cantilever left and right exposed; end vertical tell and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcuRent 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 676 lb uplift at joint 2 and 677 lb uplift at joint 9. 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) 200lb down and 224 lb up at 7-0.0, 105 lb down and 119 lb up at 9.0.12, 105 lb down and 119 lb up at 11-0-12, 105 lb down and 119 lb up at 13.0.12. 105 lb down and 119 Ib up at 14.6-0, 105 Ib down and 119 Ib up at 15-11.4, 1051b down and 119 lb up al 17.11-4, and 105 Ib down and 119 Ib up at 19. 11.4, and 200 lb down and 224 lb up at 22-0.0 on top chord, and 320 lb down and 72 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 14-6-0, 81 lb down at 15.11.4, 81 lb down at 17-11-4, and 81 lb down at 19- 11-4, and 320lb down and 72lb up at 21-11.4 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). O WARNWO. Varlly dosfpn Pammetors and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE MO.7473 rev. 14MI 0IS BEFORE USE. Design valid rot use only with Mllek®conneclors. tits desl(gn is toed only upon parameters shown. and Is la an indIvldual building component not 11y of c eskin parameters and Incorporate INs design Into the overall atrusssystem. Before teso, the Ixlldlng designer must vedfy the apPllcalt1mproperly building design. Bracing Indicated Is to prevent txtclding of Individual Truss web and/a Chad members only. Addlio al temporary and permanent bracing WOW Is always required lot slalhillty, and to prevent collapse with posslMe personal fryuy and property damage. for general guidance regarding the falxlcalkxn. storago. delivery. eiecllon and tr<lcing of Intssos and truss systems. seeANSVIPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parka East Blvd. Salary information avaBatxe from truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty, Ply T12379709 WP0126 T13 Hip Girder 2 1 Job Reference (optional) e agars FustSourca, r ampa. Mam t:try, rwrwa J.Aoo I0:75SJeCQ8yOW2itGVr5nBLN96Pw-NhiGFtKk_ZZTZ656X62kohFZ1 WOhBO_LWemcFNyPCZG LOAD CASE(S) Standard 1) Dead + Root LIVe (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4=-54, 4-7=-54, 7.10=-54, 2-9= 20 Concentrated Loads (lb) Vert: 4=-153(B)7_ 153(B)12=-58(B)14=-320(B)13=-58(B)II= 320(B)15=-105(B)16=-105(B)17_ 105(B)18= 105(8)19=-105(8)20=-105(B)21=-105(8)22=-58(B) 23— 58(B)24=-58(B)25= 58(B)26=-58(B) WARNING - Vodry design pararnews and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE MQ7473 tvv. laW/20IS BEFORE USE Design valld lot use only with Mllek®connrectors. this design is teased only upon parameters shown, and Is for an individual l building component. not o Imes system. Before use, the IrOdng designer mast verily the applk:ctAlty, of design paaneters and propedy hacopmote M design Into the overall building design. Bracing Indicoted Is to proven) buckling of tndK4dud truss web and/of chord members only. /Wdlllonol lempotory and permanent bracing MiTek' is always requited for stability and to rrevent collapse with possible personal injury and property damage. Fa general guldanco regarding the labileatlon, storage. doltvery. erection and bracing of proses and teas systems. seoANS111PI t Quality Criteria, DSB-89 and SCSI Building Componanl 6904 Parka East Blvd. Safety Irdormatlon ovallable Rom truss Rate Institute. 218 N. Leo Street. Suite 312. Alexandria. VA 22314. Tanya, FL 33610 Job Truss Truss Type a ty ply T1237e7,o WP0128 T14 HipGuder t t Job Reference floral Bueaers rustboutce. t ar pa. rmm any. rtonaa aaaoo.. _ __ .. . _,_ . 10:75SJeC08yOW2itGVrSnBLly96Pw-rtFeSSxMkshJAGgISpZzLvoiOvFowO UIEV9ngyPCZF 1-0-0 3 8.14 7.0.0 14-0.0 17.2-2 21-0-0 22-0-0 1-0-0 3.9.14 3-2.2 7-0-0 3.2.2 3.9.14 1.0.0 Scale = 1:38 4 4x10 MT20HS = 4x10 MT20HS = lY 0 3x6 = 3x8 = 06 = 3x4 = 3x6 = LOADING (psf) TCLL 20.0 TCOL 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 FBC2014lrP12007 CSI. TC 0.96 BC 0.88 W B 0.26 Matrix) DEFL. in Vert(LL) -0.15 Vert(rL) -0.44 Horz(TL) 0.10 loc) Well L/d 9.11 >999 240 9.11 >560 180 7 Ida rVa PLATES MT20 MT20HS Weight: 97 lb GRIP 244/190 187/143 Fr = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4.5: 20 SP M 31 BOT CHORD Rigid ceiling directly applied or 6.7.0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1542/0.8-0, 7=1542/0-8-0 Max Horz2=-52(LC 28) Max Up11112= 494(LC 8), 7=-494(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3124/995, 3-4=-3102/983, 4.12=-2888/943, 12.13=-2888/943, 13-14— 2888/943, 5-14-2888/943, 5-6=-3098/983, 6-7-3122/996 BOT CHORD 2.11-895/2782, 11-15=-835/2884, 15-16-835/2884. 10-16-835/2884, 9-10-835/2884, 7.9=-845/2781 WEBS 3-11=-174/263. 4-11=0/684, 5-9=0/682, 6-9=-175/263 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=6.Opsf; h=2511; Cat. II; Exp C; End., 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 psf bottom chord live load nonconcurent 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 494 lb uplift at Joint 2 and 494 lb uplift at joint 7. 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) 200 lb down and 224 lb up at 7-0-0, 105 lb down and 119 lb up at 9-0-12, 105 lb down and 119 lb up at 10.6-0, and 105 lb down and 119 lb up at 11-11-4, and 200 lb down and 224 lb up at 14.0.0 on top chord, and 320 lb down and 72 lb up at 7.0.0, 81 lb down at 9.0-12, 81 lb down at 10-6-0. and 81 lb down at 11.11-4, and 3201b down and 721b up at 13-114 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, 4-5=-54, 5-a=-54, 2.7=-20 Continued on Daoe 2 Q WARNING - Vedly dedgn parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 0110.7473 rev. I04 MIS BEFORE USE. Design valid for use only Win 1v9IekO connectors. Ills design Is bawd orgy upon parameters shown. aril is tar an Individual bolding component, not a muss system. Before use, the IxBdng designer must verify the al4XIcalbll fy of design pxnaanetem and property Itcorpotate I1% design Into the overall building design. Bracing Indicated Is to prevent budding of Individual truss web and/or chard members orgy. Additional temporary and permanent btoctng MOW Is always rogUred for stability and to prevent collapse with possible personal r1MIy and ptopeny damage• lot general guidance tegarding the labrlcutkbn, srotoge. delivery, erection and btac0ng or trusses and miss systems. seeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovdtablo from truss Rate Institute. 218 N. Leo Sneer. Sullo 312, Alexandria. VA 22314. Tempa. FL 33610 Job Truss Truss Type oty ply T12379710 W P0126 T 14 Hip Girder 1 1 Job Reference (optional) MOWS 1•asibource, Ian4o, rrent tray, rlerlae —.. I D:75SJeCO8yO W 2dGV r5n8LIy96Pw•rtFaii;wl 6fWAGg I SpZzL-voiQvFowOm UIEVengyPCZF LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:4=-153(F) 5=-153(F) 10=-58(F) 11=-320(F) 9— 320(F) 12=-105(F)13=-105(F) 14_ 105(F) 15=-58(F)16=-58(F) WARNWO • V*d* desgn peremetm end READ NOTES ON THIS AND WCLUDED MREK REFERANCE PAGE M0.7473 rev. IN03/2016 BEFORE USE. Design valid for use only vim Mltek® COMOC lots. this design is based only upon parameters shown. and Is lot an individual building component. rat a Was system. &:lore use. the boil% ng designer mtisl verity the apinfkablilty, of design parameters eland pxoperty Incorpotate Bn6 design Into the overall truss chord members only. Additional temporary and pxennanenl tracing MiTek' txBdtng design. Wading Indicated Is to ixevent budding of Individual web and/or S always required for statAlty and to prevent collapse with IwssIbe l3ersoral k*>ry and ixoperty damage. for general guidance regarding the fabrication. storage. delivery, erection and Irodng of trusses and truss systems, seeANSI/IPI I Oua9ly Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from (russ Plate Institute. 218 N. Lee Street. Sulte 312. Alexandria. VA 22314. Tamps. FL 33610 Job Truss Truss Type oty ply T12379711 W P0126 T 15 Hip 1 1 Job Reference(optional) Bunaers FrrtiSaaroa, larrpa, 1'18fll 4.ty, mflaa 3aob* , - a -..y ... ...., ...., a- 10:75SJ eCQ8yO W 2itG Vr5nBLl y96Pw-rtFeSSxMkshJAG915pzzLvogovHOw2dUIE V9ngyPCZF 1-0-0 4.9.14 9912-0.0 16.2.2 21-0-0 22-0-0 1- 0-0 4.9.14 a-0 . 2. 2 3-0-0 4.2.2 4-9-14 Scale a 1:38.4 4x6 = 5X8 = 3x6 = 3x8 = 5x8 = 3x6 LOADING ( psf) SPACING- 2.0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ven(LL) -0.16 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Ven(TL) -0.42 7-9 >587 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.05 7 IVA rVa BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight: 99 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 2=824/0-8-0, 7=824/0-8-0 Max Horz2=-65(LC 13) Max Uplift2=- 197(LC 12), 7=-197(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1425f752, 3-11=-1397/765, 3-4=-1138/574, 4.5_ 1011/582, 5.6- 1136/574, 6-12- 1397f765, 7-12=-1425f752 BOT CHORD 2-10=-621/1273, 9.10=-353/1011, 7-9=-627/1273 WEBS 3- 10=-304/300, 4-10- 58/280, 5-9=-53/281, 6-9=-305/301 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=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exledor(2) -1.0.0 to 2-0-0, Intedor(1) 2-0-0 to 9-0-0, Exterior(2) 9.0.0 to 12-0-0. Interior(1) 16-4.6 to 22-0-0 zone; cantilever left and right exposed; end venicaf left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) 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 197 lb uplift at joint 2 and 197 lb uplift at joint 7. 7)'Semi- rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. WARNING - Voriry dodgn puamorart and READ NOTES ON THIS AND INCLUDED MlrEK REFERANCE PAGE MQ7472 rev. 10N212015 BEFORE USE. Design vaild for use only Win MI lek® connectors. Inls aleslgrn Is based only upon paramelers shown. and is la an Individual txldrng component, not a tna3 syslern. Beroro uso, the IxAdi g desigrnel must verity the ap pllcatAlly of deslen p araroters and pfolx:riy IncMTorale lints design Onto the ovetWl truce members orgy. Additional temporary and permanent txacing MiTek' mlcilryj design. Brocho indicated Is to prevent buckling of Individual web and/or chord is always reel ltod for slWBply and to lxevenl col")se vAth lossbTle personal trnhW and rxopeny carnage. rot genera guidance regarding the lalxk:uliofn. storage, delivery; erection and batci ng of Inm4s, and fnrss systems seeANSI/IPI I Quality Criteria, DSB-89 and 8CSI Building Component 6904 Parke East Blvd Surety information uwAlc"e from truss Plate Inslilute. 218 N. too Street. Suite 312. Alexandria. VA 22314. Tempe. FL 3300 Job I ruse Truss Type oty ply T12370712 W P0126 716 Common 3 t Job Reference(optional) M.A •M L 9f1] O n 1 tfullaete hlrelbource. lanpa. rahm l qy. rMnge 3.hDoo ^ 5nBLl .---......._Ry. __...__. _._. ... __ _ ._ _ 10:75SJeC08yOW 2itGVrSnBLIy86Pw-J3pOgRy_VApAoOFUf W 4C[6L1 JJgTNLe_uFIKGyPC2E 5-6.14 106.0 15.52 21-0-0 22-0-0 66-14 4-11.2 4-112 5.6.14 /-0-0 Scale = 1:36.8 4x6 = Ig 3x4 = 3x4 = 30 = 30 = o q - 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 FSC2014/TPI2007 CSI. TC 0.31 BC 0.53 W B 0.18 Matrix) DEFL. in Vert(LL) -0.06 Ven(TL) -0.19 Horz(rL) 0.05 loc) 1/dell Ud 1-9 >999 240 1.9 >999 180 5 Na Na PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.6-7 oc pudirts. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8.0.7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=750/0.8.0, 5=827/0-8.0 Max Horz 1=-81(LC 13) Max Uplift1=-173(LC 12), 5 208(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1450/654, 2-10=-1395/664, 2.11- 1287/608, 3-11=-1229/623, 3-12= 1219/597, 4-12=-1277/587,4-13_ 1400/639,5.13=-1450/627 BOT CHORD 1-9=-513/1290, 8.9= 268/869, 7.8= 268/869, 5-7=-508/1277 WEBS 3-7=-149/446, 4.7=-267/252, 3.9- 161/460, 2.9=-274/256 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=6.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0.4-0 to 3-4-0, Interior(1) 3-4-0 to 10.6-0. Extedor(2) 10-6-0 to 13-6-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 1 and 208 lb uplift at joint 5. 6) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. WARNING - Verfry dodyn peremwon and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M0.7473 rov. 14412mr6 BEFORE USE Design valkl for use only wilts MlleloO ConnectorS. Bhfs design is hosed only upon parameters sn. howarilIs (of an Individual building component, not a Was system. Before use. the 1xBdng designer must vat ry the appllCabllty of design Irnamotars and property Incorporate This design Into the overall Additional temporary and pernno nenl Lxacing M iTek' Lxlldhhg design. Bracing Indicated Is to rxevenl txtckling of IndhAdutal tnrss web and/ot chord members only. 6 always required for stability and to rxevenl collapse wllh IwssRAe personal trhKey and Iroperty damage. To( general guidance tegarUng the raLxlcallon, slotage. delivery. eteclon and tracing of Itusses and tnrss systems, saoANSVIPt 1 Quality Criteria, DSB-89 and 8C51 Building Component 6904 Parke East Blvd. Tanya. FL 33610 Salary Information available Tom Truss Nate Institute. 218 N. Lee Street. State 312. Alexandria. VA 22314. Job SB Truss Type oty ply T12379713 WPOI26 1-tt7 Rod Special Olydm 1 1 Job Reference (optional) C M 1 Orin aumers1-us»urce,ramps. rramcrry.rrwwaaaaoo ' f•--• '--- - --------• - - 10:75SJeC08yOW2itGVr5nBL1y96Pw-nGNOtnzcGUx 1 QaggOEbROKt9?1780p6nCY_GsryPCZO r1-0-0 6.4-0 14.4.0 16.6-0 23.5.2 29-0.0 30-0-0 00 6.4-0 B00 4.2-0 4.11-2 5614 Scala = 1:52.7 4x6 = aar — 4x6 = ax4 = 2x4 II 4x12 = 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 NO Code FBC2014/TP12007 CS1. TC 0.50 BC 0.62 W B 0.72 Matrix) DEFL. in Ven(LL) -0.09 Ven(TL) -0.23 Horz(TL) 0.02 loc) Udell Ud 9-11 >999 240 7.9 >999 180 7 We We PLATES GRIP MT20 244/190 Weight: 151 lb FT = 209b LUMBER- BRACING - TOP CHORD 2x4 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied or 4.7-7 oc puriins. 3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. BOT CHORD 20 SP No.2 'Except' 2-10: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 2= 45/0.8-0, 12=1601/0-8-0, 7=822/0-8.0 Max Harz 2=75(LC 12) Max Uplift2= 111(LC 20), 12=-420(LC 8), 7_ 213(LC 9) Max Grav2=18(LC 19), 12=1601(LC 1).7=822(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 182/776, 3.13— 1215/291, 4-13=-1215/291, 4.5_ 1420/389, 5-6— 1231/297, 6-7=-1436/354 BOT CHORD 2-12=-656/197, 12-14=-579/178, 11-14=-579/178, 10-11=-122/858, 9-10=-125/856, 7-9=-254/1266 WEBS 3-12=-1340/503, 3-11=-387/1887, 4-11=-872/367, 5-11=-194/632, 5-9=-89/425, 6-9=-280/213 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=6.Opsf; h=251h 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) 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 111 lb uplift at Joint 2, 420 lb uplift at joint 12 and 213 lb uplift at joint 7. 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 suppon concentrated load(s) 138 lb down and 125 lb up at 7-0.12 on top chord, and 79 lb down at 7-0.12 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) Vert: 1-3_ 54, 3-4=-54, 4-5=-54, 5.8=-54, 2.7= 20 Continued on page 2 Q WARNING • Verily dedlin paramorers and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 1119.743 rev. IdN3/1016 BEFORE USE. Dekm valid for use only wllh I011tek8 conneelogs. IMs design Is based only upon parameters shown, and Is for an Individual biding component. not a Iruss systom. B :loge use, the Ix&*V designer roust verity the applicability or design paanoters and property kicorporate this design Into the overall Additional temporary and permanent bracing MiTek' building design. Bracing Indicated 1s to prevent bucldtng of Individual Inns web and/or chord members only. 6 always recalrod too stab0lty and to prevent collapse with passible personal hlray and property damage. For general guidance oegadtrng the fabrication. storage. delivery. erection curd bracing of trusses arnd truss syslerns, soeANSi/1PI1 Cuallly Cdteda, DSB-ag and SCSI Building Component 6904 Parke East Blvd Safety Information ovallaboe horn truss Plate Institute. 218 N. lee Stroet. Sidle 312. Alexandria. VA 22314. Tampa, FL 33610 Job I russ Truss Type oty pry T12376713 WPOI26 T17 Acd1 Special Okdat 1 1 Job Reference(optional) C.1 Aril 27!4•M f620!? 0..0 MUMS rlfm1 wca. pampa.--Y.—'...iJJoo LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 13=-98(F) 14— 39(F) ID:75SJeCOSyOWN615n8llyW6Pw-nGN0tnzcGUxtOaggDEbROKt9?j?BOp6n0 GsryPCZD Q WARNING - Veft daalpn parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MI7473 rev. 146MI6 BEFORE USE. Design valid for use orgy wllh Mliek®connectas. InIs design is based orgy upon parameters shown. and is for an IndMd-tal bulding component, not a trim system. Belore rare, the txOd Ing designer must verify the applIcalAiry of design parameters and property Incc rpolate this design Into the overail building design. Bracing indicated Is to prevent buck8ng at Individual trim web and/or chord members only. Additional lemporary awl permanent tracing M iTek' Is always reglJred for stoblity, and to prevent collapse with p ossIble personal "Ay and plop erty damage. for general guidance regarding the rabocatlon. storage. delivery. erection and txcickg of trusses and fruss systerns. sooANSI/IPI I Quality Cdteda. OSS-89 and SCSI Building Component 6604 Parka East Blvd. Safely Information available from Iruss Wale Institute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss I fuss I ype oty ply Tt2379714 WM26 T16 Hip t 1 Job Reference (optional) Builders FirelSouice, Tanga. Plara City, Florida 33566 7.640 a Aug io 20i r Mir ea mauswes, Inc. V• ID:75SJeC08yOW2itGVrSnBLly96Pw-nGNOtnzcGUxIOaggDEbROKtACj?20tznCY GsryPCZD 1-0-0 6.0-0 8.4.0 14.6.0 20.8-0 24.6.2 29-0-0 30-0Q 1 0ol 60-0 2.4-0 6-2-0 6.2.0 3-IN 4-5.14 1.0-0 Scale = 1:51.8 5X8 = 5on RT 2X4 II Us = Iv 0 3X4 = 14 13 tz _ r 3X4 2X4 If 3X4 = 5X8 = 3X4 3X4 = LOADING (psi) SPACING- 2.0-0 CS1. OEFL. In loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Ven(LL) -0.11 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Ven(TL) -0.30 8.10 >894 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.47 HOrz(rL) 0.03 8 We n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=29/0-8-0, 14=1364/0-8-0, 8=848/0-8-0 Max Horz 2-60(LC 17) Max Upllft2=-130(LC 24), 14-300(LC 9), 8=-215(LC 9) Max Grav2=68(LC 23), 14=1364(LC 1), 8=848(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-234/551, 15-16=-224/554, 3-16=-221/609, 4-17=-10731630, 5-17=-10731630. 5-18-1073/630, 6-18=-1073/630, 6-7=-1253/636, 7-19=-1462l798, 8-19-1491l786 BOT CHORD 2.14-506/313, 13-14-506/313, 11.12=-423/1127, 10.11=-423/1127, 8-10=-658/1330 WEBS 3-14— 1244/655, 3-13=-416/968, 4-13— 620/356, 4-12=-521/1062, 5-12=-385/327, 6-1 0=- 15/339, 7-10=-233/257 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=6.Opst; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) -1.0.0 to 2-0-0, Interlor(1) 2-0-0 to B-4.0, Exleffor(2) 8.4-0 to 24-8-6. Interior(1) 24-8.6 to 30-0-0 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.Opsi 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 130 lb uplift at joint 2, 300 lb uplift at joint 14 and 215 lb uplift at joint 8. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNWO - Verity design parrmotere and READ NOTES oN THIS AND INCLUDED MREK REFERANCE PAGE M1F7473 rev. 1603WIS BEFORE USE Design vend la use only with Mllek8 connectors. IhIs design Is based only upon parameters shown. and Is for an Individual building component. not a Inns system. Baloro use. the IxdkkW designet must verily the cq)pllcarbllty of design pxic neters aridpropxrty Woglorale this design Into the overail buildingdesign. Bracing Indicated Is to prevent budding of Individual truss web aril/or chord members orgy. Addtkxxri temporary and permanent bra cing iwiTek' Is always rect lred for stability and to prevent collapse wllh possible persond ankay and property damage. Fa general guidance regading the fabrication., storage. delivery, erection and braking of trusses and tnra systcnns. seeANSIMI I Quality Critedo. 0SB-S9 and SCSI Sullding Component 6004 Parke East Blvd. Safety information ovallabte Stein Truss Plate Ins11Me. 218 N lee Sheol. SWI9 312. Alexandria. VA 22314. Tampa, FL 33610 Job russ Truss Type ty T12379?iS W P0126 T i g Hip 1 1 Job Reference tional 7 640 A 16 2017 NUTek Indusuies Inc R. Oct 27 14,00.17 2017 Pape 1RuddersFBslSource. Tampa. Plant City, Florida 33666 a ug I D:75SJeCO8yOW2ttGVr5nBLly96Pw-GSxm57_E 1 n3u 1 kPtmx6gzXOLE7Md7LYxRCkp09yPCZC f 1-0-0 6-0-0 10.4-0 14 6-0 18.8: 23.0.0 29-0-0 30-0-0, 1.0-0 6 0-0 4.4-0 4.2-0 4-2-0 4.4-0 6.0-0 1-0-0 Scale = 1:51.8 4x6 = 3x4 4x6 = 4 5 6 30 = 14 '. -- 2x4 II 3x8 = 3x4 — 3x8 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ven(LL) 0.11 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Ven(TL) 0.3011-13 >908 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.39 Horz(TL) 0.03 8 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 142 lb FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=71/0.8.0, 14=1312/0.8-0, 8=858/0-8.0 Max Harz 2=-73(LC 13) Max Uplifl2=-83(LC 24), 14=-251(LC 9), 8=-215(LC 13) Max Grav2=122(LC 23), 14=1312(LC 1), 8=858(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except When shown. TOP CHORD 2-15=-180/440, 3-1 5=- 170/506, 3-4=-580 342, 4.5— 484/357, 5.6_ 973/598, 6.7— 1100/596,7-16=-1462l741, 8-16=-1520(728 BOT CHORD 2.14=-404/265, 13-14=-404/265, 12-13=-318/844, 11.12— 318/844, 10-11_ 595/1334, 8-10=-595/1334 WEBS 3.14=-1194/640, 3-13=-406/1014, 5-13=-552/339, 6-11=-39/254, 7-11=-425/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=251t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2.0.0 to 10.4.0. Exterior(2) 10-4.0 to 23.0.0. Interior(1) 23-0.0 to 30-0-0 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 83 lb uplift at joint 2, 251 lb uplift at joint 14 and 215 lb uplift at joint 8. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNINQ - Verily doelpn peremefers end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAQE Mg-7473 rev. 1612 0IS BEFORE USE. Oeslgt valid for use only with MI lek®conneclors 111k deslgl is lased only upon pxaameters shown. and Is for an Individual b uldtng component. not a tom system. Before rise, the IxdkAng designer roust verity the c"Acab01ty of design parameters and pxopedy, lincorpotale mk design Into the overall AdditionaltemporaryandbracingMiTek' buACSrydesign. Bracing Indicated is to prevent b uckltng of in livlduras Inm web and/or chard members only. permanent is always re"od for stability and to prevent collapse with pwslble Perso al"and loop etty damage. For Qenewl guddalce regarding the fabrication. storage. CL41very, erection aril txcichlg of tames and In=systems. seeANSI/IPpt Quality Criteria, DS8.89 and SCSI Bugding Component 6904 Parke East Blvd. Tamps, FL 33610 Safely Irdormadon ovaUablle from (russ Plate InsIIMe. 218 N. Lee Street. Sulto 312. Alexandria. VA 22314. Job Truss Truss Type oty ply T123797t8 W P0126 T20 Hip 1 t Job Reference (optional) M. 7 Wek Industries hre Cn 1r 97 1a na 10. 9a17 Pena 1BuildersFiretSouree, Tampa. Plant City, Florida 33566 ,.. w e....v ... .......... ....__ .. _e_ 10:75SJeCQ8yOW2r1GVr5nBL1y96Pw-keV91T so5Blfuz3KfevVlyU_y4Bspl4gsTNwbyPCZB 1-04 51114 11-4-0 17.8-0 23.0.2 29-0-0 30-0-0 1.0-0 5.11.14 5.4.2 6.4-0 5 4.2 5 11-14 1-0-0 Scale a 1:51.8 5x8 = 4x6 = I 16 17 5 I4 0 3x4 = , c 3x4 = — - 3x4 = 13 3X4 = 3X8 = 2x4 11 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) -0.05 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Ven(TL) -0.13 7.9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.03 7 n/a rda BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 140lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-5.5 oC pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. All bearings 6.4-0 except Qt=length) 7=0.8.0. lb) - Max Horz2=-80(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2 except 13=-242(LC 12), 7— 224(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2 except 13=1269(LC 1), 13=1269(LC 1). 7=868(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14_ 1081317, 3-14— 99/386, 3-15=-705/404, 4-15=-642/420, 4-16=-916/598, 16-17=-916/598, 5-17=-916/598, 5-18=-990/584, 6-18=-1049/568, 6.19=-1500/743, 7-19— 1557!/29 BOT CHORD 2-13= 295/196, 12-13=-295/196, 11-12=-155/584, 10.11=-155/584, 9-10=-599/1369, 7-9= 599/1369 WEBS 3-13=-1121/622, 3.12— 384/973, 4-12=-304/235, 4-10=-224/454, 6.10=-503/301 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psi; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) and C-C Extenor(2) -1-0-0 to 2-", Intedor(1) 2-0-0 to 11-4-0, Extedor(2) 11-4.0 to 21-10.15, Intedor(1) 21-10-15 to 30.0-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate dialnage 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 100 lb uplift at joint(s) 2 except Qt=Ib) 13=242,7=224. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss WARNING . Vedly dedyn patametwe and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 11103M16 BEFORE USE Design valid for use only with Ml lek® connectors. Bnfs design Is biased only upon parameters shown. and Is for an IndMd al building component. not o trim system. Before use, the bullring designer must verify the apOiccib01ty, of design IxraneleB and Wop rly Morporato this design Into the overallAdditionallompororyandpermanentlxaclng M iTek' building design. Bracing Indicated Is to prevent Lxtckling of IndWtral truss web and/or chord members only is always required for skd)lllly and to Ixervent Collgxe with possible 1mrsonal k#ay and polorty damage. For general guidance regarding the 6904 Parke EBlvd rkastrktalxbx lcatlon, storage. dellvery, efection qnd achng of trusses and truss systems. sooANSt/TPl I Quality Criteria, DSB-89 and 6CSI Building Component Safety information avallable Drn otruss Role Institute. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. 3ast Tempe, o russ Truss Type tY Tf2379717 W POI26 T21 Hip t f Job Reference (Optional) 0 A t8 2017 MT k industries Inc Fri Oct 27 14 00: t 9 2017 Poge 1BuildersFirslSource. Tampa, Plant City, Florida 33S66 7 W s ug t e ID:75SJeCOSyQW 2itGVr5nBL1y96Pw-Cr3XVp? UZPJeH 1 YFuM982yV(Kw?bbBiDuW DwT1 yPCZA 11-0-0 61114 13.4-0 I 158-0 22-0.2 29-0-0 30.00 f 00 611-14 64.2 24-0 6.4.2 6-11-14 t•0-0' 4X6 = 4X6 = Scale = 1:51.8 3X6 IL r r - 3X0 - 2X4 It 30 = 5x6 = 2x4 II LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ven(LL) -0.16 9.10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Ven(rL) -0.34 9-10 >998 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(rL) 0.11 7 rVe rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 6.7.5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1120/0.8-0, 7=1120/0-8.0 Max Horz2=-93(LC 13) Max Uplift2=-268(LC 12), 7=-268(LC 13) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.13=-2142/922, 3.13=-2077/939,3-14=-15071737,4.14=-1432/755,4-5=-13301747, 5- 15=-1432/755, 6-15=-1507/737, 6-16= 2077/939, 7-16- 2142/922 BOT CHORD 2-12= 764/1900, 11-12=-764/1900, 10-11=-433/1330, 9.10=-770/1900, 7-9=-770/1900 WEBS 3-12=0/291, 3.11=-687/373, 4-11=-117/352. 5.10=-117/352, 6-10_ 687/373, 6-9=0/291 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-=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpr=0.18; MW FRS (envelope) and C-C Exterior(2) -1.0-0 to 2-0-0, Interior(1) 2-0.0 to 13.4-0. Exterior(2) 13-4-0 to 15-8-0, Interior(1) 19.10-15 to 30- 0-0 zone; cantilever left and right exposed; end vertical left and right exposed,C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=268, 7= 268. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. WARNING • Varlly dedgn peramefors end READ NOTES oN THIS AND INCLUDED AIITEK REFERANCE PAGE l4I1-7472 rev. IO XMIS BEFORE USE. Design valid for use orgy wlth Milek® connectors. It& design is based only upon parameters shown. and Is for an individual building cornponenl, not a truss system. Before use. the building designer m ust verity the cWlcabllty of design parameters aril properly Incorporate this design into the overall building design. Bracing Indk:oled Is to prevent b mlding or Individual Inns web and/or chord members orgy. Addillonal lornporay and permanent bracing WOW is always required lot slat -Ally orxl to rrevenl collapse with possible personal Inpay and property domage. For general guidance regarding the latxlcolio n, storage, delivery. (-(action and bracklg of tarsm and truss systems. seeANSt/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Salary Informatron available from (russ Rate InslpMe. 218 N. Lee Street. Sulle 312. Necandrio. VA 22314. Tampa. FL 33610 W P0126 J V2 I valley T12379718 20 r, 2-0-0 2-0-0 5.00 rt 2 Scale = 1:7 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) Na rVa 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 We Na Weight: 5 Ile FT = 209b BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=46/2-0-0, 2=342.0-0, 3=12/2-0-0 Max Horz 1=22(LC 12) Max Uplifll=-9(LC 12), 2=-26(LC 12) Max Grav I=46(LC 1), 2=34(LC 1), 3=25(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. ll; 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This &uss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) 1, 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Q WARNWO - vadry dedgn paranarma and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M11.7179 ray. ION12016 BEFORE USE Design valid tot use only vAlh Mllek,9 connectors. this desW Is based only upon parameters slwvm. and Is lot an IrWlNdral lxAding component. notaInb3system. Before trse. the bxLdrq designer must verity the al3olcobllry of design lXiFarnelefs and txolxxly incorporate this design Into the overallAddtlonaltemporaryandbltacing WOWlxfdngdesign. Bracing trndicoted Is to rxevenl lxtcldtng of individual Iflrss web and/or chord members orgy porrncnent tinoIsalwaysrecplredforstabilityandtopreventcollapsewllhpossiblepersonalinituryandtxopedyckanoge. For genoral guldonce regarding talxMisses storage. dollvery, erection anct bracing of es and Inns systems. seeANS11WI I Qua0ty Criteria, DSB-09 and SCSI EulldComponent 6904 orke Eest Blvd. 6601 PingFL3ast0SalaryInformation available from bins Plate InstlMe. 218 N lee Sheol. SUIe 312, Alexandria. VA 22314. ruse 0 IY Ply Tt2379719 WP0126 ITrussTypeV4Valley 2 I Job Reference(optional) I F — 27 14 00.19 2017 Pa e 1 Builders FirstSource. Tampa. Plam Coy. Florida 33566 7.640 a Aug 16 2017 MTek IndUstrres, nc. (t g I D:75SJeCO8yOW 2itGVr5nBLly96Pw-Cr3XVp?UZPJcH 1 YFuM982yVitw8wbL3DuW DwT 1 yPCZA 40.0 40.0 2 2X4 2x4 II Scale = 1.11.3 LOADING (psl) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a We 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Ven(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 CC pudins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=115/4.0-0, 3=115/4-0-0 Max Harz 1=65(LC 9) Max Uplift I =-28(LC 12), 3=-39(LC 12) 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=6.Opsf; h=2511; 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING. Verity design Paremetere end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PACE WO.7472 rev. 1001/1016 BEFORE USE Design valid lot use only with Ml lek® connectors tnls desW Is based only upon fxaarnelers shown, and Is tot on IndNkkral txdc ft component, not a bust system. More use. the txdktW designer must verify the applk:ablil fy of design lxxomelefs and properly incopotale this design Into the overall bt®di ng design Bracing indicated is to prevent b uckIN of Inalvlrluad Inns web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and IxopeM damage. For general guidance regarding the Molcalim storage. dedNery, ereclion anti bracing of misses and Ifuss systems. seeANSI/IPI1 Quality Cdteda. OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Infamnaticn avdlable from Truth Plate InstiMe. 218 N. too Street. Sullo 312. Alexandria VA 22314. Taupe. FL 33610 Job ruse russ ype b T12379720 W P0126 V6 Valtey 1 1 Job Reference (optional) Builders FrrstSourca, Tampa. Plant City. Florida 33566 7.640 a nuy i_ 2017 K i uk ! ,vuaii i. a C. ,,..•,., . .. yo ID: 75SJeCO8yOW2itGVr5nBLly96Pw-g 1 dvi907KiRTu87SS4gNaA2w2KUgKnwNiAyT?TyPC29 6- 0-0 6. 04) 2x4 11 20 % 20 II 2x4 II Scale: 3/4'=V LOADING ( psQ TCLL 20.0 TCOL 7.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014frPI2007 CSI. TC 0.12 BC 0.07 WB 0.09 Matrix) DEFL. In Vert( LL) n/a Ven( TL) Na Horz( rL) 0.00 loc) I/dell Ud n/ a 999 n/ a 999 4 n/a rVa PLATES GRIP MT20 244/190 Weight: 21 lb FT = 200% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 1=55/6-0.0, 4=84/6-0-0, 5=236/6-0.0 Max Horz 1=106(LC 9) Max 1Jpllft4=-27(LC 9), 5=-94(LC 12) Max Grav 1=60(LC 20), 4=84(LC 1), 5=236(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2.5=-174/301 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=6.Opst; h=250; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Extedor(2) 0.9-1 to 3-9-1, Interlor(1) 3-9-1 to 5.10-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity dedpn paramerora and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE 11107473 rev. 144LVAIS BEFORE USE. Design valid lot use only v4m Mllek® connectors. Bth design Is based only upon paamelen shown. and Is la an dxlMtlual btilding component. not a trim system. Before use, the buldho designer must verity tho applicability of design parameters and poperty Incorporate 016 design into the overall Additional temporary and permanent braving MiTek' buildingdesign. Bracing Indicated Is to prevent budding of Individual tans web and/or chord members only. is always requffed for stability and to prevent collapse with possible personal Inkay, and property damage. For general guldalce regarding the storage, delivery. erectbn and bracing or trusses and tnrss systems seeANSI/IPI I Quality Criteria, OSI -69 and SCSI Building component 6904 Parke East Blvd. Safety Information available train Suss Plate institute. 218 N. too Street. Salto 312, Alexandria. VA 22314. Tampa. FL 33610 Symbols I Numbering System JA General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions ore in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0' '/l dr 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 locotion 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 vory but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: Notional 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) 2 TOP CHORDS 0 C O x U o_ 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, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 C O 2 U a O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI t section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved mm MII0 MiTek' MiTek Engineering Reference Sheet: MII-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-brocing, is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacinq individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wone 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 fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative 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 purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling is installed, unless otherwise noted. 15. Connections not shown ore 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 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. BEARING HEIGHT 56HEPULE Ufa -A -A RECORD COPY 1 k s /t Dd NOTES: 1) REFER TO HID 1:11(RECOMMENDATION5 FOR HANOLIN6 INSTALLATION AND TEMPORARY DRACIN6) REFER TO EN61NEERED DRAWN66 FOR PERMANENT ORACIN6 REQUIRED. 2.) ALL TRUSSES (INCLIDIN6 TRUSSES UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DMIMS REOUIREMENT5. 5.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED OY DIRI.DER 4.) ALL TRUSSES ARE DES16NED FOR 7 o c. MAXMW 5FACIN6. UNLESS OTHERWISE NOTED. Gv 1 WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARIN(a UHLEth OTHERWISE NOTED 1 6.) 5Y42 TRUSSES MI15T DE INSTALLED WITH THE TOP DEIN6 UP J\\.D(NG 7.) ALL ROOF TRUSS Hw6ERS TO DE 51MP50N 0 NTL26 UNLESS OTHERWISE NOTED. ALL FLOOR 1RU%HANGERS TO DE SMPSON O iHA422 UNLESS OTHERWISE NOTED. ANF0R ti D)DEAWHEADERILINTEL(IDR)TOOE FURNISHED DY URLDER. 2 OFPAR SHOP DRAWING APPROVAL TITS LAYOUT 15 fit 50.E SOURCE FOR fADRICATICN OF iR W5 ANDV005 ALL PREVIOIfi AMI TECTMA OR OVER TP1Vi5 LAYOUTS REVIEW AND APPROVAL Of THIS LAYOUT W51 DE RECEIVED DEFORE ANY TOMES WILL DE DIAi VERIFY ALL COfMTION5 TO D&C MAIN51 CHANGES THAT RD.L RESULT N EXTRA CIMS 10 YOU rq la hwa1 Mu wu I Bu6'IMMSFirstSource Orlando PHONE:407-851-2100 FAX.407.851-7111 Plant City PHONE- 815-75q-5951 FAX- 813-752-1532 OULDER. Ashton Woods Hl. 1200 Elevation T Lot xx 10/5/17 1Josh e RECORD COPY D City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 3 6 4 4 Project Location Address 0JOIN& SANFORO PARIIO As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Descri tion(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 Corp Roofing CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coatin 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 6/9/2017 Florida Building Code Online i• -4 RegulationBusiness & Professional acts Home I Log in I User Registration I Hot Topics I Submit Surcharge I Stats d Facts I Publications I FBC Staff I BCLs site Map I Links I Search I Floi ida L*Vw% Y •=i " Product Approval IUSER: Public user titiv. „•r, a•• ...tl 11 i Produtt or Application Search > Application List > Application Detail FL # R-15000-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rlckw@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 Evaluatlon Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independence, odf Referenced standard and Year (of Standard) Standard Year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect https://Ooridabuilding.org/pr/pr app dtl.aspx?Wam=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8a/o2fUCfc2MRiSC82w*/a3da/o3d 1/3 6/9/2017 Florida Building Code Online Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Nan -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 1S000.1.0df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "]" part number doors and sidelites, which have been stained or painted within 6 months of installation.) 15000.2 b. "Aber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 1S000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 15000.2.odf additional use limitations, Installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "Y' part number doors and sidelltes, 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 Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 15000.3.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "1" 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 Sldellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes FL15000 R2 II INST 15000.4.odf 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 additional use limitations, installation Instructions and FL15000 R2 AE EVAL 15000.4.odf Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "I" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.S e. "Flber-Classic" or "Smooth -Star" 8'0 "Non -Impact" Glazed Double fiberglass Door - Outswing Inswing (XX Configurations) https:fAoridabuilding.org/pr/pr app d.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnABCzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2/3 6WO17 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 11 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 FL15000 R2 AE EVAL 1S000.S.odf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "P' 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 HVHZ: Yes FL15000 R2 II INST 1S000.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1S000.6.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, which have been stained or painted within 6 months of Installation.) oaun lama Contact Us :: 2601 Blair Stone Road, 7bllahassee FL 32399 Phone: 850.487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida. ;: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Oepartrnent 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 rneord. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the pudic To determine If you are a licensee under Chapter 455, F.S., please cildc here . Product Approval Accepts: LFAM-1 M Credit Card Safe https:IlRoridabLdlding.orglprlpr app dtl.aspx?param=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 3l3 EXTMOR i i. r. •.i tY s • a 4 i ' ., { i •K lP m to s;=„, •\•?'t4•. lti ty' +: •'':u`••• }'. 2l. •L• . si (;:..:• Illflll Zop9 Ft •w.f r: y• t. S ti(. ti_wd l' +o3S ).v.+>.Iti.t• 1t. ;ice•. c 1 8 1 8lQfl lut loin 36MMAX 1 wV.." e DOOR 1 HOR2DMAL cR= swwN 6 ;•. ( PANB WIDTH 3 DOOR PANE. 3 •5t.. ;• E>(TERIDR 1MMRIOR 1 f a u - 3 ( FlSER CtxnrcJ 2 (DFiBER CLASSIC) !',i.'e;3' N • Yyw w ) V~•l W 0 DOOR PANQ Fiber CJass4e 44 aa one 24 12 a 4 HtNCE SfU E B BOTTOM RAIL QA9 Nxa 9 F78f72 C(ASSYC) (F1BEP CLASSR:) C OSS S CIION ; a m Jx a Zj DOOR PANEL K3. 3 Q 1flGUA CU/.SS MIN Cwe I. J Ol f 1 l/ CE 25' S1'EEC I AM INTERCEPT SPACER 40 41 SEE NOTE 1 INSULATED CLASS W/ 1&MYMAIL i PANB.WWTR M2YMAX SIDEUTE PANEL Smooth Star AR SPACE 1 8" PERED CLASS NOW. -I 7a 0 I. 1 :tat 1/2- MIN. CLA55 TICK 1/8s TEMPERED GLASS AIR SPACE TEMPERED CLASS E 1 NVIt 1J12 ri \ ORIZO rAL CROSS SEMON 4 SfDam PANEL 21SL' 255W IA !•-1r• 42 PCASTTC LIP LNE FRAME RUC UP UTE FRAME EMRUDID PVC FXTRUOEO SNC 1 ° IA8' [ z 1 SIDW 1l CROSS SEL7bN 1 SIDQJIE PANEL 1. Spochg for Ram #M & #41 (Tito hcma acrowa) II I is as fotloww From the bottom up on stdeR &5 Ah (7) more &wood at 9.675- o a there are (2) screws troth flop and bottom of 2.125- In from each 42 S1DELfff TOP do BOTMW RAIL ^ SIOFllIE BLANK SLOE SLICE wmer FMCER JOBBED PONDEROSA PW& SG•+0.43 " ANGER JOINTED PONDEROSA PINE SO-M43 46 49 t3 77 .18'MIN. F - V wi e gg ii o a a i 2e E r•t. 1. Tho ceder. It ie Ovot sat into the Jamb wM (72) Item J43 a JB x 2' pft wood semw. Thane are e' • : 13 4) at each vertloal Jamb, from the top dawn at 7B 13.5 3f ; 48.r & Sr. There me (2) at the 1414'MK FAIL (yp.) al t8 trader at 4' from the outside aomem of the frame. There am (2) at the sIX 4' from the e r ds comae. n t PB ggci i HORIZONTAL CROSS SECTION 1,7 49 EMS. OYP) 1SMK GSA 17 13 45 B 44 43 8pi7yY4'Li T r 7 C7 1A ACRVE SEE NOTE 1 35 i s 9 A. 21 oac 24 2 = N.T.S to 15 12 tea efi X a 2 HORIZONTAL CROSS SWWN 3 1 HORIZOMAL CROSS SECRON FM1i2$ 3 awou Ira, a FL— i 1000J u 7718L a•L2 0 4. I MUWON 1 ll t II MASONRY 49 I I REFEOWNRENCE 1 I I OPENING HEADkJANBSS S 4M FFORJ11 1 REFERENCE II 2X IIUC I I 1` ASTRAGAL 1 1 II 1 SHOWN FOR a RERMCE i i d it 1 It a DOUBLE BUCK W/SIDEI ITl5 ANCHORING MASONRY OPENING CYN1C7tElE.MSC'tfOR NOTB: 1. ewnYe;eioru•c&tNeoomwmuYb--c*mWtomdrdaMnwmin. 2% BUCK edge datwm fa maiar)ointL 2 Conoute andxriocatbntnaled ar 7NAX.ON CBlf nwxtbe arglnW to mcbfdu fie mtn, edge dKows to matarJobd; oddtbnd eanaete anch= maybe mglIDed to ensue the WAX ON Ce4f&t'amuion as not"o"dea 3. conerete arxhortaLle: Q11 TAPCON o v4' 1.1/r r 4' N O7/4• 1-1/4' 1. 41 Vie• 1 r4. 1 1 MASONRY 49 B OPENING TYP. HEAD1 1 1 2X BUC K If IN - ASTRAGAL 1 SHOWN FCR2 REFERENCE 1 o aZ I a• I r i II T I I SH WON14REf RENCE II TYP. HCAD II d< JAM85 I I 11 II II II II II I I MULLION II SHOWN FOR II I1 RIEFEREICE II II II 11 Il MASONRI CIPENINC 2x BUCK 1 1— 4' 1 7 9 cS aO Amrs z i IGO C ( y1 4 i2 i to N.T.S. c a JK a c an LF5 ; FL— j WOO.3 a le6Er law 2a"ter^ 1431r r g 8 n s jz 1LYId m O C n nr• TYR TYP. 4S 44 r 1.911t 2 i o 47ti " ov uw— — SEE NOTE 1 Q 0 a orb 0 4 12 S NOTE ASJRAGLL DETiUL Ars. 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP or LFS AND THE BOTTOM.o FL-15000J n san 1 v 12 0 THERMAITRU is THERMA TRU DOORS T le MDUW MW. CM., SDDOMM. ON 4 S17 FIBER CLASSIC"/"SMOOTH STAR° 8'0 IMSMNG w/ & WOUT SIDELITES FIBERGLASS DOOR TIO*IMPACr GBJHlALN= 1.V*wodxfh=beenew oledc;Wiclnmogft ewifhffwMi6ftnC2M4)ftMa&aft Code POOsintchndraWramer>bb>cuftLte'E OVefodyl(ur ouneZonemm. 2 Finax:lorhi=Mbe-as f6lWaWvcoedastwwna detakMd=en'Oeonplttobam awWft dwll be bw and wm dte M arsNeeo. Vow ued01R e'HVF¢'ihhProducttrmqubwtobepwtedadWAhmbvoct dant a7mftUmtoompl awBtSection &6oNhemc. Whmmed kiaeom =&We d fhe "trM mqV tgwnd borrm debt prolec*n 8tfs pmductis re*ftdlobe pmlededxfihmt fopad resWmtcavaotg fecompftvmsedon 1609J2af pte F8G , S fbr2t dud aD1R lUC60tL@ Otfttem tailalloli tTe Ih9 SOtile aldmwll tv'bt bu¢masarycorshw&m d. SUemndi#Ktdr4atettom8> edetakotrttdmwbgmqu(teLv terenpSmmftcrA*Obr a Qa — er> pfieerarregbWW otdiled 7. Atis ptodud does notmestthewdw Muffon mquftmw* fcrths"MQQ Mrwt g uribsho be htskflsd lnrar tmbOdbEearea orathabioblelocafiompmteewbyanovedatngor campy ihottomMlebaWeentmedpeotmnopyofovert— tudAtrlmihanM degt— G si.x# x oMALL RtAAe WDiH D D SEE MTAL W / SHEET 6 g nnllwC IVZR i?R' IP6it>N6 Ut+rr o)o W IAXOMALL rpvh'cYMDllt r D 5uDEM EML SHEET e g SEE SHEET 6/ 0 EO 7 zil f t1 ~.( r: l•: , a'-y ir K ew 'zRac_=?__ - •!_ -_'J,_ _ ,tL;;::'!.i_^l- i F ,ril TI ' _ fir:=:,-.;ram. ate - - 'n..•IZ:_7- _. r.-i. 2,;1. - _ _ .. a I I Fi- 1500U I S 5S IA 56 t3. `tl f a_ ,- r .'. 1..,_f' R' r. L • i •kirarTaIrf =:i.•:•i'w('`;.3,.,3• .3% I. i/I ta\ a:.iv '.:1:.\: \j•-. .'•1'.:l tl !•. 7L 'iR.'L .?i ('•j•jj:°a F; 1!2': llfflttt ove . r....a•1, ; a ,. ..r,4.t, .Fa l.ra` ;1+.•r.t 8 • a:.:t o Fi „ o F{ _ 3`'.. .!tl •.a. i.R'....X:1. rs t:h :w .t: L.' .::i;F y, ` e fia C ZssDOORINTERIOR is-4PANBWIDTH - 4r dd T"\ DOOR PANE CROSS SECTION 443r-r1II t tl.1. TOR all F as Ulu ss U1c+r sTTLE 54 7OP RA2srw i`+•M s•a IA MOOR PANEL •• , Smog Star tr Y 1`jf 57E-M, oam 24 12 F SIN NfNGE SSII£ 8C17UM RAIL 2 MKEI WRRCAL CRoss sECTTo N•TS SNOOfFT SLIR) s sooTK srAR) 2 DOOR PANEL ax on LFS UR 15WO.4Zor12a0 F L• ja A. tt 1t i i o cft i 6 13 318 13 V i i a o , e 17 17 a i dil1 r to so 42 7_'7 3r3920SdE odor SEE N07E i Z a< 47 e'• : SEE NOTE 2 o L .Y , 45 30. 10 EXTEMOB .tjry gT § Mum D JEt7 i48 i =''• + dSEE c O7 NOfE 2 47 r r 46 i• r. 46 SEE NOTE 2 IA47 R iM. Y„ wi•fit. 3 L CROW SEUVON Shown w x sub —buds 28 40 19 OP'DONAL SURFACE BOLTS ON AC7W PANEL w' s-" 79 79 SEE OE98N PRESSURE CHART) C 30 31 4 F•• C> SEEHOTS1 I70Z£• A : . f I. The sldeft Is dlreot set Into the Jamb with (19) a e : ' i Rem 043 a 16 x 2' pft wood screw. There we (4) r•,'•, at each vertlml jamb, from the top dawn at 135 sag 4 12 Q173T', 48S' g 66': There are (2) at the header at sort N.TS4• from the outside comers of the frame. there am ma ea JK2) f 1J a F8 x 2-1/2' pft wad screw at the atA 4' from the ouWo comers. L13 d VOMCAL CROSS SE•CITON 2 MMICAL CROSS SEMN 2. OP7TOH4L SURFACE BOLTS ON AO174E PANEL. som W-- ^ Fl—r500a455SEEOES(GH PRESSURE f3Wt>) u ooe 6 oF,T,y O 38 i7 d C-5m ARM. r Z ipriFftIQB SEE NOTE 1 1. The 3iddRe h dhet aet fito the Jamb JJ Jirrllllmtn E , V j>oR- 43 Mlh 2) Rcm p( n f4J q ¢B z 2' h Wood a n < ea array: Thers are (4) at sock vertical 4 n - jamb, from the top down at W . 31'. 4&6' h BB'. Thera are (2) at the header ACTNE Ay z m $ o at 4' trom the a°bfds ceners of the T frame. there are (2) 113 a fS z 2-1/2' woad avow at1 the e10 4` from the outr3ds comers. o_ i;:f •. i •<t v e e r:`:`:'r; S_' . ems. s. ' ur MOR 35 43 4 va 41 29 p A' 7817 OPTIOM SURFACE SM73 ON ACnW PANEL J t•1/4A@l SEE DESIGN PRESSURE CltMt* EML (Mi JC B OMMMAL CROSS SECRON 6 e. I 22 0.1?A1RL 39 C.l,41K 4B 43 8 7 E NOTEI 8 7 43 33 IN,CITVE Q ACTNEa O G1 1, r si•~ i, 13 1lEE108 4 36 KNO 3 y 10 '7 " eam 4 ,z g g N.T.S. ma 0e M18 HORIZONTAL CROSS SEilT10N 02 CROSS SECRON Ny MMZONUL 6 8 FL-15000.4 n omo -p- arjx 0 1,7 ti T 4+ 8" LL.1 8' g'J•.,I I 1 • ,, :! f— 8. 1 1 , •g * /'`''' o T gig z 9 N SONRY7OPENING I I . mw 1 I POPEEN'ING TYP. HEADOf?1WG ASTRAGAL JAMBS 1111 ll 11 SHOWN FUR t 5 R REFERENCE REFERENCE I zBUCK-1 a 2xsx i uAd a $ eoe II 1 II I MULLION ( MULLIONSHOWN FOR SHOWNFORIIREFERENCE 1 RUU04CE II 1 11 1 II 1 cs g II 1 II 1 and $ n; 11 1 II ; 1 • II l II ;,1 1 y-?"• 3•"''"•aoUBL. E ooaR w/sion m ti x .N .; DOUBLE ODOR m DUCK NKNORING 4• rr SUCK ANCHORING SS E S s 8 B'-..+•++ 1 ...: }.: Y tip•` r4. II 38 II MAWNRY II MASONRY OPENING TBO AMS II11II 2x BUCK III zxeuacII \- UUWpN II CONCRQEANGfORNOiB II SHOWN FOR II t. Coneretco hcre000wl" atthec mexnWbeacpxWt*n hfchthem7>, .. edge dbknfomorfOrjdrds, i I REFERENCE I oe 2.CmaetearchorbcaFonrnoteda;°AWCONCFTI7wwwfbeacpzWto II I runt n the n*L edge dMc=e to morkrJohh. adc2Cd oecw=Wo ardearr 3Cmay be B1d uBeGn hOrtabk the ' MAKONC9RFR^ dnrrerolonaerotweeded MULLION SHOWN FOR j eNv C ' I I REFERENCE II II oar 24 t2 K? II II som Arcs 9 nvl =:1 MS. ft ix mLFS StNGLE DOOR w/sIOELOES SINGLE DOOROMove NCL. BUCK ANCHORING BUCK ANCHRING 13000 4 °a aarr or p T../ 3[._ I_Ilv_y: p'•'iy. JI/Q7.' ii EiLy' lj TAPCONo 1/4' 1. 3/ 4' 2• T gITRACON 1/4 1•i/ 4 1' SEE OErAIL CONCREFEANCHOR NOr>fi 1. Cortaele androrboaffom at the auras maybe acoated to nx&dam fhemh edee daianoe to mortaribi t, 2. Conabfo andlarloaallow noted cw%tA . ON Ce4W nuntbe o* led to mcOddh fie mh edge c%*vjce to marlor)ah add6ond concrete andxzs M(Wbe I q*W to endure fho WAX ON C&AW d mmabn am not w=meeded a ConceteandiortabW lim,w - 9-4w.- mumml- 1' P 3• i-7/2- I. Moffth a rrditum Wedge dGfanoe, l' coed dhlanm & 1-or— 4mc hg of wood= m to prevent go spf v atwood THES& (2) ANCHORS REO'D ONLY WHEN OP > 47 PSF I. u- vu.awa iam — I'tJ FRAME TIP. HEAD a 77 Awes O SUCK 2x eLIC1K SEE Iry _ oFss m. sut. I s L Y t ct I I 1 1 L—'A• VIEW! 9L;A• S7NGL£ DOOR VV&A2 ti6 13 49 JO JO W/2X BUCK I 0 t 31INSTALLATION I W//IX BUCK 1hISTAL1AT1a Qom. DETAIL 'r ASTRAGAL k SURFACE BOLT STRIKE PLATES 6 HEAD 13 1 i 1 0 0 0 DETAIL -I- DETAIL s• SURFACE BOLT STRIKE PLATE THRESHOLD a I KF I I t. v, 1 SEE OEWL MASONRY II1+AILRION OPENING 39 W/lY BUCKNSTALJ.RIiDN TYP. HEAD d imm O FRAME 2X BUCK 14 To'. SILL 51f 1lk _ OELUI. 11' Si JDEWL MAL '3' r LR- A' DW&E DOOR A ORNR T.Cbhaeftandwrbarft alftcomes maybeac*niedtomatttdnMemBu edge d Www& to mortarMft 2 Conaeteatldwllowlbmnoted cs MAX ONC1311T3t•mlatbaoc%Wedto mdhtt*l The aft edge distance to moavr(dtt addt1lald7conaate archon moyben5*amd to enaw"WAX ON c96Wdrtne mm as not a tcoaded 3. Cbn7de wtotiortobta Irw TAfCOHO 1/ 8 1•1/4• r 11YV TApCOH* 3/ IS' 1.1/4, T I-T/2• SCREW FESTAL AJ"X NOTM deg dlsAmfrs_ 7• end deiende_ s Ync ar,dFe..,s SB' Landrdnttm] Woodmews 2X I TTP. HIM k 441® S E OE 14 Te. SILL 49 30 W/2X BUCK 73 0 31 INSTALLATION 91 WAX BUCK 46 INSTALLATION DETAIL_' ASTRAGAL & SURFACE BOLT STRIKE PLATES ® HEAD 31 C30 O J0 %' DjEIAIL '' l * SURFACE BOLT STRIKE PLATE THRESHOLD Cs O •• 44 iyy\ ` OA appt g Xa m• 'o da fL-1J000. 9 a lb a 12 n e 1GBP law Mr 14M e pp W cc v 27 TYp. J32r 4JrAO4 191P s 075 o,Ms Qw F— SEE DOTE 1 f 0 oar OT/74 12 a° 1. THE ASfRArAL BOLT HAS A 3` THROW 4 THE TOP LPS g AND THE BOTTOM. ro i fir13000.4 air -M OFJg 0 QmI OESDiO0011 16feid L FM L1A= PAND. 611 vx mr- L>C mvw la J ,--•r i moor =5z J FT WO1 SU r z3 0 1PISE SW saaa gum cmovw7PCflO110Y mW it mON R6Otlt7ti71 PEMyw O , t l 3 8 1 Z SIML 11 30 I0(Id61!lO tlt Co O= TO A[I QOHQ 1E c 10 r Mr. RN W00 a7iV v LL J .7 f G PFU Nm mw SLWACf f3OL7 !It/E'S. _2L5- cictl ] 14 f 2- - 1 1613sham971gYvuuf .= "M 17 = Ix m amm pO U= - SOAK DIES S t air AMWX MOM SM MMMW O SUWACE BOLT c7nlFcc p / 724- arrF7 1 CarMOM ww o> r rum sc as um YOfNBRI_ 57CQ G u Amma nm mr MOP xqwxFULlI fl0ll'1tEvmix AW®AIY •, €I 0BIA7IY ITD Q r 1- I W.am!§C DOOR ypra2918 r FLATMO SCIO OCR M W SOL 4 fn JDMACE Uall 51M MAE sm a4 7 IO r 2-W NKM RMW no may SIM 1 CBLIRAR GA@IG Ow -f 2 WDOD IRAwE u PLAWID WE FINGER JOIWED PONDEWS4 P1NE. SG-M4S + D1C ovw Aw MEM in SaAg vtlm ® >rISWING DOOR Harrow SWEEP Po xf u Lr. "It UM MU AM VINYL ASO' MAX WALL, 1 9 0 1 r 2-J PP8 13M aR CON ME 4]M .035' Aft WALL 1 r JVV R8 pw sw 10 SLCM 9 7A1 g13,q 6-f0 r 1 t PIA "s SUR Wx SL14 e : r EM FM A Qtr tram soar J fNA01F9 RDINID AMLE't PPE e L' o F l5 1 L r mu mu AM -T e la r J-1 fro PFN MEMEMM T T— wm 0 24 12 a A Rbm C0 WWE 19 ecl F nnlarnvr_ c nnlE nJRE4rn N.7. 5. a II 911E SO OAr ALUwfNLyAMNY_1 .0 S' WBf HIT ,,lfw a Irr INSWMnartrJK ! A s W00 COlD fIE O' THIL WALL N/JYL 7YR_ O wimm BOOT as Mr. LFS 0.09' EXTRWED VINYL WALL swam 10: FL-IIIO00. 4 a r 12 a12 e R . W R W Building Consultants, Inc. B Constddng and Engineering Services fat the Building Irtdeetry C P.O. Bar=Whim. FL33595 Ph=1113.6599197 FIDINA Bard of P,ufWaal EreWm Cedlnwta of Awhodmdon No. 9e I3 Product Category Sub Category Manufacturer Product Hams Swinging Thermo-Tru Corporation Fiber Clesato" f "Smooth Star' ptrtalor Eldertor Door I18 industrial Drive 810 Inewing w/ and w1but 8ldelitas Doors Assemblles Edgorton, ON 43517 Fiberglass Door Phone (41 2e8-1740 Nan-lm acV Soaps: This to a Product Evaluation report Issued by R W Building Consultants, Inc, and Lyndon F. Sphmtdt P.E- (System ID # 1998) for Thera Tru 001por4100n based on Ruts Chapter No. 6142O-A Method 1 D ot•the state of Flatida Product Approval, Department of Business & Professional Regulation. RW eullding Consultants and Lyndon S. Schmidt, P.E. do not have nor will acquire finandal interest In the company manufacturing or dletrtbuting the product or in any other entity Involved In the approval prooess of the product named herein. Urnitadons: 1. This product has been evaluated and to in compliance watt the 6th Edition (2014) Florida Building Code (FBC) structural requirements including the'Hlgh Velocity Hurricane Zone° (HVH2). 2. Product anchors shell be as listed and spaced as shown on dstelfa. Anchor embedment to base matedal shall be beyond wall dressing orstucco. S. When used In the °HVHZ° this product to required to be protected with an Impact resistant covering that compiles with Section I= of the FBC. 4. When used In areas outside of the °HVF0 requiring wind barns debris protection this product to required to be protected with an impact resistant covering that compiles with section 1609.1.2 of the FBC. 6. For 2x stud framing construction, anchoring of these units shell be the same as that shown iot 2x buck masonry construction. 6. Site conditions that deviate from the details of drawing FL-16000.4 require further engineering analysis by a licensed engineer or registered archtteot. 7. Inswing configurations do not meet the water Infiltration requirements for the °HVHr. inswing units shall be installed only in non - habitable areas or at habitable locations proteoted by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 46 degrees. a. See drawing FL-16000.4 for size and design pressure limitations. Su oFraw Aocumente. 1. es e o Test Standard TEL 01460387••A,B,C ASTM DM-M,ASTM 131929-98 ASTM D2843.99 TEL 01460336-A,B,C ASTM 1383EyW, ASTM D1029-96 AS11M 02848-M STTS00001 A 3TM G20-96 16427-107882 ASTM Ee4-00a ATI 67608.01.100-18 ASTM 151929.96 ETC 01-741-10701.0 TAS 202.94 ETC 01 741-10703.0 TAS 202-94 ETC 01-741-10693.0 TAS 202-94 TEL 06-1031-3 TAS P-02.94 TEL 06-1031-4 TAS 202-94 Testing LabSipg v Signed b Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P,B. Testing Evaluation Lab.,inc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Labomtodes Architectural Testing, Ina, ETC Laboratories ETO Laboratories ETC Laboratories Testing Evaluation LabKlno. Testing Evaluation Lab.,lnc. Drawing blo,. Preoerad by W, No. FL 1 000.4 RW Building Consultants, Inc. (CA *9813)t,, r Calculations Prenaredbv y0 :`;.? f°f4;: Anchoring RW Buffding Consultants, Ina. (CA#9813) ASTM E1300 Glass toad Lyndon F. Schmidt, P.E. Quality Assurance v't Ceri flats of Partloipation issued by National Accreditation and Managemetll;.G Institute , oeri fy4ng that Thermo Tru Corporation Is manufacturing products within a quality assurance program that compiles with eOAEC 17020 and A' Sheet 1 of I Lon Hloks, VP Operations WHllam 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.E. Signed & Sealed by Lyndon F. Sohmidt, F.E. F. Schmldl, P.E. Lyndon P. Schmidt, P.E, FL PE No. 43409 202019 MA- Pm*'U\kojw PoWwAProj L201.130%012MD. -K &&-p11S2-A-IS22S14wp, 2/2WO12 S:1432 PM V O. 41 A W (J •• 4c a -0 o P to J•fdN IdAlfal ; H al 0 H Z). @ -m co lazrl R s- gg a Et Sm Q 5-2rn Q o A L q _ i-gym ' ca n C g9951 2 s ' 82.00' MAIL OVERALL FRAME HEIGHT 82W MAX OVERALL F fRAAA: HBGHI D2t O p GZA1 ix Ga Ga II!F-'_=_==-_ __== ii11l • I! F} —_==- r_= iiltII iill G9 c g 0m1 uN V S Orr 7Q}i_ Q^ GN + >tFi 1A11 G G G V N\ 'SI IC'il 1 1 O O O O= i 0 weGN G G G T X 0 P _ _ SI 1 _ _ 1 1'SI O rr= _ rrr= rrrr_- r X____il R 2 atG GN ` ail 6= f ? i G r__-_ wa of u Tr-===_ iL Ax l' 1 _ •• ^ 8% N141pi1 Ir_______________tl II G ND X 0 u—T 112) s i i i O V A m u -- _ ,I VNf •• O _______________ Gu 1y GX 1Aj1 m D) 4 4 PRODUCT: 0oa wnponb anPoa W. n LA55 DOOR n 1 P o eo. mn uses 1N.1 z NPawl. 110.: al3esaalU7 Q G y PART OR ASSOABLY: PIOACa G—d of P,...mk d C"l— C _ CwUfleato Of AUU ,n U/en Hb 9013 rn '" N DATTYPICAL ELEVATION. DESIGN LAW 2. y / f 2 REVISIONS PRESSURES Qr GENERAL NOTE5 y,,,yy, P. Soh.WL PE H1 43409 0 2012 A. W. 9u 1.. C.—A— t... IL'1A . Projftu\Pr9jea Foldefl\Rq 1201-130ftf 1209\0. RWBC 0nlwingNS22SVL-LS22S.ldwg, ZflX OL2 S1436 PM LL m y, z = N O veveeea l _ evee I fnM H 00 zpA fn A ilro T 18.94" MAX. 4• - ON CENTER + N • 3 1? q'o 3n 0 ce 5'g 3q°3ma 5 tar c a n A9,_ o==--_ m i c + mZp z z 0 Q m A oQe _vemeeeeem rn hoc m•. zrn m Z O mA oz A I—r•I 18.94" MAX. 4" - ON CENTER x 01vrn x 0 fol my • :••1 0m ---- :. mN mic zzzm mA 18. 94" MAX. 4" - I ON CENTER + x o ca m zx 0 r L•. CZ' 121 1n x m P 2'14 AUI; mC HEmL frolic 2zz o= 2E rnolp mz0 J 0 O 15MAX 4• mA ON CENTER 18.94- MAX.4---4 ON CENTER pp PRODUCT, Ooelanora• Pnparod BL. U R THERMA-TRU FlBERGLASS DOOR Cp>, 'elmou c oonS LYAMM W- 1/1/ PA. Boa 330 volrlee FL 33595 YYYY PoaM W.: 913AWS107 PART OR ASSEMBLY: Njl •• tyN-• F1dAda BodN oe Profeselondl (f101MM CerNfkals Of Au01•A[aUan No. 9813 IO1 l N NO BUCK ANCHORING L-_ 2• si-12 DA erLyndonF. SChWd1. P.L NO. e3e09 RNSIONS Oza 1 a a.w. eu•.n...a c........... Iwo. I F6P3.j;f---, 1--3- I u MUWON II SHOWN FOR REFERENCE A W/2X BUCK INSTALLATION o 9 W/1X BUCK INSTALLATION r TYP. HEAD & JAMBS SEE NOTE I _ SEE NOTE 1 C" 'D' 'E' VIEW C"— C' SINGLE DOOR W/SIDELnFS 110 r n. in of IN PAIRS C' D' A' 3 TYP. V 3' —1 T inzan U N n N or OV SEE r0 in DETAIL "4" o SEE MAIL N In 1 6" OTOTE 1 1T= VIEW E'— E VIEW 'D'_`D ROM W/ xPROM OWWATm rs0aff m 0010R 4,4Nre0010MMONs) NOTES: I. 1/4" If W concrete screws anchoring frame and/or sir require a minimum 2-1/2" clearance to masonry edges, a I- I/4" mWmvm embedment and a minimum 3" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different suppiler may have different edge distance and center distance requirements. Concrete screw locations at the comers, and at mu0krn locoflons, may be adjusted to maintain the minimum edge distance to mortcrjoints. If concrete screw locations noted as MAX. ON CENTER' must be adjusted to maintain the minimum edge dstarce to mortarjoinh, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. 2. 3/16" nW concrete screws anchoring frame and/or sill require a minbrwm 24W clearance to masonry edges, a I-1/4' minimum embedment and a minimum 2-1/4" clearance to adjacent concrete screws uNeo otherwise noted by concrete screw manufachxer. 3. The side&fe Is direct set Into the jamb with (12) 08 x 2" pfh. wood screws. There are (4) of each verticaljamb, from the top down at 13.5', 31, 4&r d 66". There are (2) at the header at 4" from the outside comers of the home. There are (2) at the sill, 4" Irom the outside comers. 4. For optional sidelite construction with staples, sidelite is direct set into the jamb with (4) 7/ri x 1-314 16 ga. staples along each jamb (6" from ends and equally spaced thereoffer). r N WO 1 J V r x i 1 ,A W I SINGLE DOOR W/SIDELRE VIEW 9'—'R' SINGLE DOOR VIEW A' —A' 6;.l 1 MULLION ry SHOWN FOR _ o REFERENCE. K BUCK INSTALLATION n K BUCK INSTALLATION n y HEAD &JAMBS NOTE 1 SEE NOTE 1 11 in r, \ vi 1 A w/2x BUCK INSTALLATION W/tx BUCK — 9 INSTALLATION TYP. HEAD & JAMBS O V SEE NOTE I — O SEE NOTE 1 SEE SEE 5 DETAIL DETAIL 2' W/2X SUCK 2 INSTALLATION W/1X SUCK INSTALLATION 12 1 C SEE NOTE i 1 DETAIL "1' W/2X SUCK INSTALLATION 2 W/1X BUCK 11 INSTALLATION SEE NOTE 2 DETAIL 2" N.T.S. er•. JK of W. LfS ; NO Na a 15225.1-68 u erfZ O G I T C' 3 3+ 3 6F-Fri 3. 1 I _ SEE NOTE 30 SHEET 3 SEE DETAIL '3' 0 J ASTRAGAL) J MULLION - SHOWN FOR 0 SHOWN FOR REFERENCE 0 REFERENCE ONLY 0 0 SEE NOTE 1 16 0 SHEET 3 0 16 5 0 0 5 0 E' DOUBLE DOOR W/SIDELITES v of 1 A W/2X BUCK INSTALLATION SEE DETAIL 0 W/2X BUCK A W/1 X BUCK _ _ w DINSTALLATION 9 INSTALLATION W- - z - /n W/1 X BUCK s o U TYP. HEAD N y x AS INSTALLATION k JAMBS iv SHOWN FOR 4. HEAD & " xo SEE NOTE 1 REFERENCE 0 JAMBS SHEET 3 = ONLY SEE NOTE 1 0 SHEET 3 SEE 6. IN n$N PAIRS 30 > TYP. w F - A' 3 3— I HF I 3' -- j [- 6' SEE NOTE 1 0 SEE NOTE 1- cDETAIL '4' W o SHEET 3 0 SHEET 3 DETAIL W< 16 0 16 . 1. p l 16I505EENOTE SHEET 3 1 8 _ P I I m v A' YIEW E'-'E' DOUBLE DOOR Fps D4= MW /w MP. ALL maor m WOR .wm oaoavam W/2X BUCK 1 INSTALLATION Item DESCRIPTION Material q 10 x 2-1 2 PFH WOOD SCREW STEEL B X 1-3 4 PFH W000 SCREW STEEL C X 1 PFH WOOD SCREW STEEL 1 z 3 4 LG. PFH WOOD SCREW Hine to FrameF8x STEEL x 2 LG. PFH WOOD SCREW STEEL 3 2-1/2- LG. PFH WOOD SCREW STEEL 4 1 4 x 2-3 4 PFH ELCO CONCRETE SCREW STEEL 5 1 4 x 1-3 4 ITW PFH CONCRETE SCREW STEEL 9 1 4 x 3-3 4 ITIN PFH CONCRETE SCREW STEEL 11 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 fTW PFH CONCRETE SCREW STEEL 13 MASONRY - 3.192 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4 X -1/4- PFH ITTN CONCRETE SCREW S1EE 20 HEADER JAMB 4.656• X 1.25 THERMA-TRU SUGAR PINE SG >= 0.34 WOOD 21 3 4 THK. PRESSURE TREATED SIOELITE PAD WOOD 30 1 2 X 1 X 25 GA. CORRUGATED FASTENER I STEEL W/1X BUCK INSTALLATION 12 1P-o SEE NOTE I W/2X BUCK SHEET 3 INSTALLATION 3 1 W/1X BUCK 11 0 DETAIL '1" INSTALLATION SEE NOTE 2 SHEET 3 DETAIL "J' B ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. I C 1 DETAIL '4• N.T.S. er. JK m er LFS xz Ro: a 15225.1-68 c 4 or Q 2-1/2'MIN. FROM 2-1/2"MIN.FROM 13 MASONRY EDGE MASONRY EDGE — TYP.) pYP.) cd 1X BUCK m N INTERIOR EXTERIOR 1 HEAD JAMB 5 TO 1.wk Inswing shown A 0 INTERIOR EXTERIOR 2 HEAD JAMB 5 TOE"wooshown BUCK INTERIOR O3.. EXTERIOR z?" I r ij 0 :• 25'MAX. m ; L-1.15MIN. SHIM SPACE 12S MIN. EMS. TYP. 4 VEIMCAL SIDE JAMB 5 To2KsJb .* Inswing shown N 1' MIN. FROM 1"MIN. FROM MASONRY EDGE MASONRY EDGE TMP) ( fYP.) e N 13 8 V 4 Li F 8 9 • o Ys s z h 2xBUCKA^ x NINTERIOR EXTERIOR` 3 HEAD JAMBb 5 Tl —ft shown W RI INTERIOR EXTERIOR 0. 1 S MM. CSINK 0. 2F MAX. SHIM SPACE I. IS MIN. EMS. 5 VERTICAL SIDE JAMB To wood ft. 15225. 1-68 m Q INTERIOR EXTERIOR 2-1/2" MIN. FROM 2-I /2' MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) fTYP.) 1 VERTICAL CROSS SECTION 6 o>swug co-ugwolion INTERIOR 2-1 IT MIN. FROM 2-1/T MIN. FROM MASONRY EDGE MASONRY EDGE fTYP.) fTYP.) 1 VERTICAL CROSS SECTION 6 Inswing conrgurotion 2-1/2-MIN. FROM 2.1IT MIN. FROM MASONRY EDGE MASONRY EDGE TYP.) (TYP.) 2 VERTICAL CROSS SECTION 6 ows." co-V-tion INTERIOR EXTERIOR b o 2-1 /T MIN. FROM I 2-1 /T MIN. FROM f- MASONRY EDGE —II MASONRY EDGE — TYP.) (TYP.) 3 VERTICAL CROSS SECTION 6 y- . •. INTERIOR EXTERIOR INTERIM Aft 2.1/T MIN. FROM I 2-1/T MIN. FROM MASONRY EDGE I MASONRY EDGE — fTYP•) PP.) S VERTICAL CROSS SECTION 6 Outswing conrg xotlon 2-1/TMIN.FROM 2-1/Z'MIN. FROM MASONRY EDGE MASONRY EDGE V. I., (TYP.) 6 VERTICAL CROSS SECTION 6 OWswing conliguoiion o: 85 MkZ N.T.S. Mr. W. JK d cm W. LFS i aww w.: ° FL-15225.1-68 c gm —fL a G Florida Building Code Online Pagel of 3 r-%•J:l c OOPA110'11, maul GO?n, OCrn 1w,tii0Ri S4ti'IAC7,007R PnXRKl anomal Menu > > AvalkmUon L > A001kation Detail Ft. * Application Type Code Version Application Status 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 FUS332-R2 Affirmation 2014 Approved MI Windows and Doors 650 West Market Street. Gratz, PA 17030 7U) 365-3300 EA 2560 bsldinger®mlwd.com Brent Sltlfnger bslUInger@mlwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62S14 National Accreditation and Management Institute 12/31/2015 Steven M. Urlch, PE 0 Validation Checklist - Hardaopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 200S 6111 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my products) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes ONo ON/A https://www.floridabuildinlg.orgtprlpr_app dtl.aspx?param=wGEVXQwtDgiH8572gvdW]... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products FLIS332 RZ CDC FL15332-COMP.odf Method 1 Option O 04/30/201S 04/30/2015 OS/06/2015 Page 2 of 3 FIL 4k Modell, Number or Name Description IS332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 14S-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZs No FLIS332 R2 It 08-00500C.odf Approved for use outside HVHZt Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE S10807B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIFS 420 ALUMINUM SGD OX, XO, XX 96"x8o' NOW REINFORCED Limits of Use Installation Instructions Approved for use In HVHZ: No FLI.S332 R2 It 08-00498C.odf Approved for use outside HVHZ.• Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLt 5332 R2 AS 510805B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1.5332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4'x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS332 R2 11 08-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL OOCUM ENT FOR DESIGN FLIS332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1032.4 SERIES 420 ALUMINUM SGD SEV IES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96x96" Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 lI 08-02249A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Othort REFER TO APPROVAL DOCUMENT FOR DESIGN FL 1S332 R2 AE S 12969A.ndf PRESSURE RATINGS Created by independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGO SERIES 420 ALUMINUM SGO REINFORCED XXX 1431k96' REINFORCED Limits of Use Installation instructions Approved for use In HVH72 No FLL5332 R2 II 08-02250A.Ddf Approved for use outside HV142t Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR OF -SIGN FLIS332 R2 AE S12970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96" 96' Limits of Use Installation Instructions Approved for use In HVHZ: No FL15332 R2 11 08-00499C.Ddf Approved for use outside 14VHZs Yes Verified By: LLIs Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AS 5iQ8059.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' ALUMINUM SGD https://www.floridabuilding.org/pdpr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/3112415 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: No FLLS332 R2 It OB-00501C.Ddf Approved for use outside HVHZI Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports other. REF EP TO APPROVAL DOCUMENT FOR DESIGN EL153 R2 AE S1080813.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGO SERIES 430/440 ALUMINUM SGD )00( 143'x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 RZ It 08-00502C.0df 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 FLLS332 R2 AE 5108098.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 4301440 REINFORCED ALUMINUM SGD SERIES 4301440 REINFORCED ALUMINUM SGD XXX 143'x96' Limits of Use Irlstagation Instructions Approved for use In HVHZ: No Fl t 5332 R2 If 08-OOS03C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 impact Resistant: No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLLS332 RZ AE 5108108.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes e.ds Newt Concoct Us :; 1940 North Mama Stn !t Taeahaseo phone, SS0-487-1824 The state of Florida k an AA/BO amptoyar. CoovrWht 2007-2013 St idn of rinrlda.:: Privanestateread 11 AgMSj2dIbLcUj&MMt :: Rarund Statelrlont Under Florida law, am a addresses are public records. H you do not want your a nail address released In msponm to a PUM&Moords request, M not send demonle mall to this entity. Inctaad, contact the oMm by phone or by tradMonal mall. It you row airy auestrons, please contact BS0.497. 095.'Pursuant to Section 4S4.27S( )t Finds statutes, of live October 1, 2012, nceaees limnsed under Chapter 455 P.S. must provide the Oeyarbaent with an aaat address It Italy haw me. TFa emats provided may, be used (or oNlcdl commWatloa wkh the tcaslsea. However snail addmsas are publle mcord. It you do not wbh to supply a personal address, please pmvide the Oaparbllcot vdth an *rrae addles width can to road* available to the pubtle. To determine Ir you are a Ilcelsee older Chapter 455, F.S., plow cod: j)yy, Product Approval Aacaptel Cra:diiSA E littps://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgd48572gvdWI... 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 STRICTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1% 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 RESPONSIBIUTY OF THE ARCHITECT OR EWNEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. S. FRAM: MATERIAL 7TTRUDED ALUMINUM 6063-TS, S. UNITS MUST BE GLAZED ?ER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THS PRODUCT IN WIND BORNE DEBRIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4'. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG WO IS EQUAL OR GREATER THAN 1.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT L&*TH TO,ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WRH 2 1/2" MINIMUM EDGE ISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO MTAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS S40WN IN ELEVAT,'ONS AND INSTALLATION DETAILS. 13. ALL FASTENE.n TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF 0-0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-TS 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. X0, XX, XP, PX. XIP, PDC I TABLE OF CONTENTS 1 SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS RE505 0s 011 I arc 4-R'w AWED FLANCZ AX0 FIN WSTALLATION 1 12/10/13 IR.L. SIGNED. f2/162013 DOORS uCMIWINDOWS001W. CROSBYRD CARROLLTON, TX 75006 r••.G E N,' - a SERIES420SGDREINFORCEDWITHOUTADAPTER*• 96" x NOTESS p TAT OF y`\ Dawe0xawrvFS;'10R10? 08— 49 a S UAL1\\ SCAIEa:E TUTS10/30/13 1 OF 10 I R HE 90" MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED LOCATION ISSEECHART FOR NUMBER OF LOCATIONSFOR REQUIRED 61 MAX 6' MAX 6' AX AME ICHT L 8• MAX SERIES 420 SOO REINFORCED WRHOUT ADAPTER EXTERIOR NEW OESGN PRESSURE RATING AOPACT RATWO tS5.OPSF HOME Wr7H2-h=80.L SEE CHARTS 01 ANO t2 FOROMER IAAS RAMSS OES14W FIESSlIRE RATING LWPACTRATING 25.al-28.6PSF NONE WPM 1-wSILL EECHART803 AND is FOR OTHER UA/TS RATTA OS 6• MAX CHARTt1 W11N2•yml siLL WHERE WATER INMMATION RESISTANCE IS REOIIWEO. e u-a CNCLTY Oadan pnemn cha v bfs8 Rsm SWN 1\0slaldThW r" Him JOA 36A T200 4" r4.00 Ig--- p" Nb Pes ty o Nay pas! 4o 40.0 68.4 40A OOA 40A 03 450 4 4&0 4" aso Je. 44034" 4JS CHART IY wnmz.1/a2'SML WHERE WATER INFXTR47XW RESl$TAPCEIS AOTREQLQRED. 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L. 08-02249 1 A 1 -'/7,0 %ONA WAM NTS — fo/36/13 11KEU7 OF 10 1 11611111 96' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART J6 FOR NUMBER OF LOCATIONS REQUIRED MAX 6- 6' MAX AY kME GHT L 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER sarRIORVIEW DESIGNPRESSURERATTNG wAGTR4rm 35.OPSF NONE WTTNS-tarsut SEE CHARTS Of AND $2 SHEET2 FOR OTKN UNITS RATINGS DESIGN PRESSURE RAnVG IMPACTR477NO 25.01-28.6PSF NONE KITH 1•VIsJLL SEE CHARTS SOAND" SHEET2 FOR OTHER UNITS RATINGS 2 1/32' SILL AWMWUM A0G9•T5.OSSTHICK CWT 06 AWv*V eF&nchW 4e stfa=r Mlryd ffiOsF&w IMThCI"%Wfh0* Jt0 QO 1 QA ia0 7z0 o ecr NIJ bm0 Ha0 I bm0 Nei I bntl HAS 11a0 SAD e S e 0 e e e a10 1 i S e e i i e ese c e e e e e e IeA 1 e e e e e e e 2 1/32' i 1/2' SILL AWMlNUM 606931`340 THICK 1/2- MIN. R!Y vemmmm *ATE AnVZVM EDGE DISTANCE A ADDED FLANGE AND nN INSTMlAwN 12/10/13 RA. 1 3/6- MIN. 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EDGE DISTANCE 1 /4- MAX. r SHIM SPACE otNW= o r rovm ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L. SELL TO BE SET IN A BED OF VIILKEM 116 110 SMS OR CONSTRUCTION ADHESIVE SELF OR EQUAL SCREWS 110 SMS OR METAL SELF DRILLING 11 STRUCTURE EkTERIORSCREWSEESHEET3BYOTHERS4FORSILLOPTIONS METAL pSTRUCTURE JAMB INSTALLATION DETAIL BY OTHERS METAL STRLICTURElNSTALLATTON VERTICAL CROSS SECTION METAL STRUCTUREYkSTALLATION NOTES: f. MIERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARIl1: 2 PERIMETER ANV JDW SE4LAA/1'6YOTHEiiS TO BE DESIGNED W ACCORDANCE W7NASTME21 f2 M1 WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS DrARC oft ft It V.L. 08-02249 r NTS °"19 10/30 13 Isws OF 10 CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 2 , /2- MIN. EDGE DISTANCE r- 1 1/4- MIN. 14., EMBEDMENT 1/4' MAX. SHIM SPACE 3/16' TAPCON EXTERIOR U WJ INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL 3/16- TAPCON SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS t 1 1/4' MIN. EMBEDMENT 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEA"SONRYWST•ALLATTON MRS" omcKmw a>< .aovm AMM FIANCE AND FIN WSTALIATION 1 12/10/13 JR.L 1 1/4" MIN. EMBEDMENT 1/4' MAX. SHIM SPACE w 2 1/2• o MIN. I EDGE DISTANCE 3/16- TAPCON CONCAMVMASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR F EXTERIOR JAMB INSTALLATION DETAIL CONCAFrE4 m SONRY WSTAWT K)N NOTES. f. W MWR AND ECTERIOR RWHES, BY OTHERS NOT SHOVIN FOR CLARRY. 2 PSWA&7E:ANDJOLVrSPAL40yTBYOTNERS TO BE DESASNED W ACCORDANCE W"HASTAI E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 73006 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" 1c 96, FRAME INSTALLATION DETAILS Mont NO. 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TX 75006 v,•GEHS ;Pay SERIES AZO SGD REINFORCED WITHOUT ADAPTER OUT95" 96" FLANGE INSTALLATION DETAILS ty NEVi i/' V.L owc n OB-02249 SS: R N f/ONA44wmOrel[ f0/30/13 MW8 OF 10 11 2 1/2" MIN. EDGE OtFrANCE y 1 1/4" MIN. CONCRETE/ . EMBEDMENT MASONRY 1/47 MAX. BY OTHERS L SHIM SPACE OPTIONAL iX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON EXTERIOR U— I J lLU INTERIOR SILL TO BE SET IN A BED OF VULKEM 115 CONSTRUCTION ADHESIVE 3/16- TAPCON OR EQUAL SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS p 1 1/4" MIN. a: • 4 • EMBEDMENT 2 1 /2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRET154WASONRYINSTAUATION ov:scllrlla+ mvr ,olmvla ADDED FLANGE AND RN INSTALLATION 12/10/13 ILL 1 1/4- MIN. EMBEDMENT 1 a 1/4" MAX. 2 1/2" • SHIM SPACE INTERIOR MIN. EDGE 015TANCE 3//6" TAPCON CONCRETE/MASOR BY OTHERS . 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METAL STRUCTURE EMSEDMEM BY OTHERS I8 K'OOD WOOD SCREW FRAMING INTERIOR TRIM TRIM 1/4" MAX 1 3/8" MIN. I SHIM SPACE EMBEDMENT INTERIOR 7/18' MIN 1EDGEDISTANCE HOOK STRtP HOOK STRIP 110 WOOD 110 SELF DRILLING SCRSy SCREW PANEL EXTERIOR PANEL INTERLOCK TERIEXOR INTERLOCK INTERIOR EXTERIOR NOOK STRIP INSTALLAT7ON NOOK STRIP INSTALLATION 9TBUCxAvOODFRAMH Yi METAL STRUCTURE NI WINDOWS AND DOORS LLC N tt1R'!j!oii, VERTICAL CROSS SECTION CARROLLTON, 001WOSBY RD 5 aEN. '4 WOODFRAMMORUSUCKINS'TALLATTOMv FOR Sill WSTALIATTONSEESHEETSIA. SERIES 420 SOD REINFORCED WITHOUT ADAPTER F 1. lNIEAlORAND EXTERIOAANISHES, BYOTHERS.96" z 96"NOTSHOWNFDRCLAARI NAILFIN & HOOK INSTALLATION DETAILS XTATOF,:= poi` PiMAOTIER cDANCEiVRHADJOWTSFALANT s,uE2OTHERSTi] 6E owAax owe Na-02249 FSS/ OORI EG` OZCSl A0NAtA Niue NTS 10m10/30/13 IMMIO OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 1/2- MIN. 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EMBEDMENT R_tmsms Rn orsaonmll 0.1E .AVRov07 A ADDED CNARIS 03/05/12 R.L 6 REVISED M NVN TESTING 10/15/13 R.L C ADDED FIANCE (NSTALLATIONS 12/1 JAMB INSTALLATION DETAIL WOOD,FLCMM OA 2X SUCKINSTALLAnON MI WINDOWS AND DOORS LLC v 1R.'o, loos W. caoseY ao CARROLLTON, TX 75006 N of rv' 4, SF jv SERIES 430/"0 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION OETAIL.S pAYE OF osc 1a F.A- 08-00503F1pSO0Ri` II&E — 1iQlINTS0223/09 3 OF 9 METAL STRUCTURE 8Y OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE 8Y OTHERS EXTERIOR VERTICAL CROSS SECTION METAL STIIUCTUREINSTALLATION NOTES: I. 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EDGE DISTANCE 1/4' MIN. s EMBEDMENT EXTERIOR VERTICAL CROSS SECTION CONCRET SUAGONRY INST •ALLA77ON 1 1 /4' MIN. EMBEDMENT 2 1/2T- EDGE DISTANCE 1/4' MAX. J SHIM SPACE 3/16- TAPCON 3/16' TAPCON CONCRETE/MASONRY BY OTHERS INTERIOR SILL TO BE SET IN A BED OF VIILKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS 1 1 /4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE av oao+lma/ ale rr+eo m A ADDED CRAM 03/06/12 R.L. ti RDMD PER NEW TESTING 10/15/13 RL C ADDED FLNCE 0l6TAUA1ION5 1 12/06/13 Rt 1/4' MAX SHIM SPACE JAMS INSTALLATION DETAIL OPTONAL I BUCK CCNCREI•EWSONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1. INTEMORAND EXTT3770R RA75T7ES, BYOTHERS. AGTSHOWN FOR CLARITY. E PERIMETER AND JOINT sE:4uNTBYorhV7S TO BE OESXiNW 6YACCOROANCE WITHASTMElf/2 MI WINDOWS AND DOORS LLC 1001 W. 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I SHIM SPACE F.A. oczam0N a1E vaeRovm ADDED CHARTS 03/06/12 RL REYMED PER NEW TEMG 10/15/13 RL ADDED RA1GE INSTALLAAQNS 1 12/06/13 1 R.L JAMB INSTALLATION DETAIL WOW FRAMING OR V BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 4301"0 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS oven no. 08-00503 OWE 02/23/09 1 a=T6 OF 9 METAL STRUCTURE BY OTHERS 410 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR RLV I Isotrum A ADOM CHARTS 0 RMW PER NEW TFSTYIO 1 /4' MAX. C ADDED FLMIGE INSTAUATIONS SHIM SPACE 1/4' MAX. r SHIM SPACE OR 7/6- MIN. LUNG EDGE DISTANCE INTERIOR IL—I 10 SMS OR SELF DRILLING SCREWS 0 BE SET IN U OF VULXEM 116 RUCTION ADHESIVE UAL METAL STRUCTURE BY OTHERS EXTERIOR SEE SHEET 2 FOR SILL OPTIONS J Ms INSTALLATION DETAIL METAL STRUCTURE INSTALL1TiON VERTICAL CROSS SECTION PETAL STRUCnIREINSTALLATION NOTES 1. INTERIOR AND EXTERIOR FPQVES, BYOTHE A NOT SHOWN FVRCLARUIY. IL nnlbe7ERAND JOINT SEALANT BY OTHERS TO HE DEMOWO1NACOORDA14CE WIN ASM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 4.30/"0 XIX SGD 143' x 96' REINFORCED FLANGE INSTALLATION DETAILS oRmle wo M6 F.A. OB-00503 scut: HIS jam 02 23 09 *T7 OF 9 WE uwrouE9 03/06/12 R.L 10/13/13 Ri.. 1I/06/13 RL. q YENSF'a S ATE OF RVISMS 2 I/2' MIN. av am I AWRWO CONCRETE/ EDGE DISTANCE A ADDED CHARTS 03/08/12 RL MASONRY BY OTHERS I 8 REVISED PER NEv/ tESTINC 10/15/13 R.1. C ADDED FLANGE IMTALLATMS 12/06/13 RL t'•,., a,. 1 1/4' MIN. c s4 ' EMBEDMENT I 1/4v MIN. 1/4' MAX. e: EMBEDMENT SHIM SPACE OPTIONAL 2 1/2• MIN. a IX BUCK EDGE DISTANCE INTERIOR TO BE PROPERLY SECURED 1/4' MAX. SHIN SPACE O E NOTE 3 3/16' TAPCON SHEET 1 3/16- TAPCON a CONCRETE/MASONRY EXTERIOR INTFERIOR BY OTHERS 3/16' TAPCON '• SILL TO BE SET W A BED OF VULKEM 116 CONSTRUCTION AOHESM1r OR EOUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS 1 1/4' MIN. EMBEDMENT VERTICAL CROSS SEcnON 2 1/2- MIN. CONGPXr6WSONRYW5TAL AT10N EDGE OISTA14CE EXTERIOR OPTIONAL 1 x SUCX JAMB INSTALLATION DETAIL TO BE PROPERLY CONGRETFJMASOVRYWSTALLATICIV SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTEWOR AND EXTERIOR RNISNE& BYOTKERS NOrSKOWN FOR OLARfM E PERfMETER AND JODVT SEALANT BYOTHERSTO BE DESKWED UV ACCORDANCE WMASTTI 92112 III WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS mina . o c na F.A. 08-00503 surr NTS °sue 02/23/09 —8 OF 9 v ••CENs'''4s T'kTeC 1 5/8' MIN. EDGE DIST. d' TRIM ` 1 1/4' MIN. INTERIOR EMBEDMENT MASONRY/OONCRETE • BY OTHERS 1X BUCK BY OTHERS. HOOK STRIP lX BUCK TO BE - PROPERLY SECURED 3/16' EXTERIOR = -J -- PANEL INTERLOCK HOOK STRIP INSTALLATION AIAS0NRY1:ONCRE7E INTERIOR TRIM 1 3/8' MIN. 4< I EMBEOMENT HOOK STRIP 10 WOOD SCREW EXTERIOR a '-- PANEL INTERLOCK HOOK STRIP INSTALLATION 9X8U«WV00D FRAMfNQ Imvtumm lav m3crvnOR WE APPFVw A ADDED CRAM 03/06/12 R.L. B RtY= PER NEW TESIWG 10/13/13 R.L C ADDED FUwCE INSTALLATIONS 12/06/13 RL METAL STRUCTURE BY OTHERS TRW 1 INTERIOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRIVOWE MOTES: 1. f MMIQR AND EXTERIOR FWSKES, 8YOTHERa NOT SHOAW FOR CLARITY. Z PERIME'TERAND JOIM'SEALANT 8Y OTHERS TO BE DESIGNED INAOOORDANCE WMASTM E21 f2 MI WINDOWS AND -DOORS LLC 1001 W. CROSSY RD CARROLLTON, TX 75006 SERIES 430/440 AX SGD 143' x 96' REINFORCED HOOK INSTALLATION DETAILS F.A08-00503 p; SATTEOF;+ 101=2016 Florida Building Code Online PA Business 81 Professional Regulatiion SCIS Home i Log In i User Registration : Hot Topics I Submit Surcharge I Slats & Facts I Publications i FUC Staff I SCIS Site Map Links . Search Florida S I OProduct Approval USER: Public User 6 oo.;trT Product Aooroval Menu > Product or Aodlcatlon $g= > Aoolication List > Applkatbn DetaU FL # FL9174-1111 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE e. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard DASMA-108 DASMA-115 Year 2002 2005 hNni/www.floridatxAlding.org/pr/pr_app dtl.aspx.Wam=wGEVXQYADqufl1JRANxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 1/6 10/272016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/201S iumma of Products 1 FL # Model, Number or Name Description 9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use 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 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 15120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 15120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 If 0228 318958 P7.odf FL9174 R11 It Track Suoolement Chart P10.odf FL9174 R11 11 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 RI1 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions F0174 R11 It 0229 3189S9 P8.odf FL9174 R11 11 Track Supplement Chart P10.odf FL9174 Rll II WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE S1737 Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 6S3.odf FL2174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 It 0230 318960 P10.odf FL9174 R11 II 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 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 1111 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 R11 It 0231 318996 PS.odf FL9174 R11 11 Track Supplement Chart PIO.odf FL9174 R11 11 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 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 19' Maxx idin top or intermediate section section height 21". Glazing Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL9174 R11 II 0234 319022 PS.odf FL9174 R11 If Track Supplement Chart P10.odf FL2174 R11 II WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 hops:/Mrww.floridabuildirg.Org/pr/pr_app o.aspx?param=wGEVXQMDqu01JRfWxf6u7oinlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 2/6 10/27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL2174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21'. Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0235 319023 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 11 319040 P1 Post.odf Impact Resistant: Yes FL9174 RI1 11 Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 I1 WD1ambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0232 318999 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 If Track Suoolement Chart P10.odf Impact Resistant: No FL2174 Rll It WDJambSuoolementPl6 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FSC Sth 2014s.odf 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 Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0233 319000 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 11 WDJambSuoolementP16 s.ndf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE S1737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 Rll AE Eval Reot 9100 rl s.odf FL2174 1111 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0236 319024 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 11 319040 P1 Post. odf Impact Resistant: Yes FL9174 R11 11 Track Suoolement Chart P10.odf Design Pressure: +30.00/-33.50 FL9174 RI1 11 WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 Rll AE ASTM A 653.odf FL9174 Rll AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 Il 319040 Pi Post.odf Impact Resistant: Yes FL9174 R11 lI Track Supplement Chart PlO.odf Design Pressure: +39.20/-43.70 FL9174 R11 I1 WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 1111 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes https://www.floridabuilding.arg/pr/pr_app dll.aspx?param=wGEVXQwtOqu>f11JRflNxf6u7ajnl0heH%2bRKJkizESWxAzegKuYBGeGO%3d%3d 316 10/27/2016 Florida Building Code Online 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL2174 1111 If 0600 319026 P4.odf Approved for use outside HVHZ: Yes FL9174 RI I It Track Supplement Chart P10.odf Impact Resistant: No FL9174 R11 tI WDJambSupplementP16 s.odf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. 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 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24' Glazing 0601 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL9174 RI It Track Supplement Chart P10,odf Impact Resistant: Yes FL9174 Rll 11 WDJambSuoolementP16 s.odf Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 RI1 AE ASTM A 6S3.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL2174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0602 319028 P5.odf Approved for use outside HVHZ: Yes FL2174 R11 11 Track Supplement Chart P10.odf Impact Resistant: No FL2174 R11 It WD]ambSuoolementP16 s.odf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf EL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24'. Glazing 0603 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 I1 0603 319029 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 11 Track Suoolement Chart P10.odf Impact Resistant: No FL9174 R11 It WDJambSuoolementP16 s.odf Design Pressure: +23.00/-25.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf F19174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0604 319030 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 11 319040 P1 Post.odf Impact Resistant: Yes FL2174 R11 If Track Suoolement Chart PI0.odf Design Pressure: +39.20/-43.70 FL9174 1111 II WDJambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 r1 s.odf FL9174 Rll 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 If 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 It Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll It WDJambSuoolementP16 s.odf tlttps:/twww.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwt0quf11JRfWxf6u7oinlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 4/6 10127/2016 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. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 19174.17 15t20/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Glazing tf0606 available in top or intermediate section. Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 R11 It 0606 319032 P6.odf FL9174 R11 1[ 319040 Pl Post.odf FL9174 R11 11 Track Sunolement Chart P10.odf 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 R1I AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 Rll AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 9174.18 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Solid only - if0609 no glazing available. Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.19 15140/6100/9400/9600 #0608 Limits of Use Approved for use in HVH2: No Approved for use outside HVHI: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHI: No Approved for use outside HVHI: 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 11 0609 319035 P5.odf FL9174 R11 If 319040 P1 Post.odf FL9174 Rll If Track Supplement Chart PIO.odf FL9174 R11 I[ WDJambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE S1737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL2174 1111 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 If 0608 319034 P4.odf FL9174 R11 If Track Sunolement Chart P1ad& FL9174 R11 If WD]ambSuoolementP16 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 Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 11 0607 319033 PS.edf FL9174 R11 It Track Supplement Chart PIO.odf FL2174 R11 11 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 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Back N c: t Contact us :: 2601 Blair Stone Road, Tallahassee Ft. 32399 Phone, 850-487.1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida : Privacy Statement •: Accessibility statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.487.1395. *Pursuant to section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine of you are a licensee under Chapter 455, F.s., please dick tjg. Product Approval Accepts: turps:Nwww.floridabuilding.org/pr/pr_app o.aspx7param=wGEVXOwtDqufllJRfWxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQg/o3dg/o3d 516 10/27/2016 Florida Building Code Online Credit Card Safe httpslwww.floridabuilding.orgfprlpr_app o.aspx?param=wGEVXOwtDquB1JRM/xf6u7oinl0heH%2bRKJkizESWxAzegKuYBGeGO%3d%3d 6l6 A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 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 "orE ' 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 1 7 6 No. 0737 i Q: O STATE OF tV SSIONi ; 1. BASED ON 5/16' DIAMETER LAG SCREWS WITH 1-1/2' O.D. WASHERS WITH A 1-9/32' THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 1611 LOAD PER JAMB = 30ps1 x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6' MINIMUM AND 24*-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. 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 1318.2.1. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/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 NOTE 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 o' p`v C,ENdF No. 51737 0 STATE OF ppc%A_ (OR%0 ON i . 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2') OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2") WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Fl. PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/ "9TE3 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 1 11 1 14 1 16 760 11 13 16 780 10 13 16 800 10 13 15 16- SNO No. 51737 i STATE OF i cif 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 16f1/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. ADDroved Date: 2015.02.20 09:57:27-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/ "OTe4 2500 PSI CONCRETE"orE' 4000 PSI CONCRETE"oTE 2000 PSI GROUT FILLED CMU"ore: 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A O't; No. 51737 0 STATE OF : kl gyp, i//;, &/ ONA ` 0 ` 1111 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.O. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2.3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4-. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM 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 = 16ft LOAD PER JAMB = 30psf x 16tt/2 = 2401b/tt 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 REOUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE5 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT "ore4 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 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 1 17 8 t4o. 51737 0 STATE OF 1. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2' AND A MINIMUM EDGE DISTANCE OF 3'. 2. BASED ON 3/8'0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4' O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2' AND A MINIMUM EDGE DISTANCE OF 4'. ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB - 30psf x 16ft/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. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 Way091tol 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 fe. IS 01+ 1 No. 0737 0 44 STATE OF 1Z ONi ;,\\ Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:53-06'00' 3OHN E. SCATES, PE 3121 FAVICATE 0R. CARROLLTON. Tx 750D7 FL PE $1737 IX PE 56300/F2203 PROFESSIONAL ENCINEER•S SEAL PROWDED ONLY FOR VEWOCATICN OF UNDLOAD CONSTRUCTION DETAILS SEE DETAILS 1. 2. AND 3 REOUIRED FOR VERTICAL POST REINFORCING 1 - SYSTEMS 6' MAX. MAXIMUM SPACING 6' MAX. MINIMUM 2A6 /3 fL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4' 4' 2-3/4' 2) 3/8 SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4-. DETAIL 1 MINIMUM 2500 PSI CONCRE IE NOTE: MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS MINIMUM 2.6 /3 Q HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4) 3/8- SIMPSON TITEN NO SCREW ANCHOR WITH A 1-1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 4'. DETAIL 2 MINIMUM 2000 PS GROUT fILlEO CAIU NOTE. MAXIMUM DESIGN LOAD CAPA07Y OF 2400 LEIS MINIMUM 2.6 /3 rQ HEADER LOCK SOUTHERN PINE / BRACKET LUMBER. I 1/2' J 4) 3/8- DIA LAC SCREWS WITH 1-1/4- OD. WASHERS LAG SCREWS SHALL HAVE A MINMUM PENETRATION OF 1-9/32- INTO THE MAIN SUPPORT MEMBER QETUL W000 SUPPORT STRUCTURE NOTE. MAXIMUM DESIGN LOAD DATE CAPACITY OF 2430 LBS SHEET 1 OF 2 REVISIONS NAME JAMB CONNECTION SUPPLEMENT DRAWING PART NO I REV324620IP16 wa c, paiton 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 MIN 2500 PS CONCRETE W= MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 3/8' SIMPSON 711EN HD, 2-3/4- MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCATION JAMB BRACKET- 1/4-20 9/16' TRACK BOLT AND 1/4-20 HEX NUT No. 51737 do STATE OFooad 1S'DNAIIIII; io Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E SCATES, PE 3121 FAIRGATE DR. CARROLLTON. IL 75007 fL PE 51737 IX PE 56306/1'2203 PROFESSIONAL ENONEER'S SEAL PRONOED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS 2 3/4- EDGE I MIN 2 4 SPF (C-0.42) OR BETTER WALL STUD dam: MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE I EXTERIOR 5/16- LAG SCREW WITH 1-9/32' EMBED IN CENTER OF STUD (i 1/4-) FOR EACHJAMBBRACKETLOCATION JAMB BRACKET 1/4-20,9/16- TRACK BOLT AND 1/4-20 HEX NU SHEET 2 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS NAME DRAWING PART NO. REV. 324620 IP16 The Genuine. The Original. 0 April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Overhead Ooor Corporation 2S01 S. State Hwy 121. Suite 200 LevasWie, TX 7SO67 Phone 4695497100 fax 4695497281 vwwwaverheaddoorsom 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 Horton ronco6V@fh@8GtDOOr:COfpOrdtlOp ASubsidiary olSonwaHoldings,Caporatbn [ '. John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 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. Ehudu) 16(10 j j FL09174-R7 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. toM Drawings TABLE 1. FL09174-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 PS 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 toN FL 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev P5 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 4 FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with W MDF decorative overlay. 5 1060 FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, Jo n E. Scates, P.E. y Florida PE # 51737 l0` 6 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC S"' Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the S`' 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 IIII NNp cENaF No. 51737 O STATE OF ; .j zz//;, SIONA,`` 111 Nim 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSG GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /8.1' SCREWS INSTALLED IN y GA HQTOZ ANGLE TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SMALL NAVE A MAXIMUM HEIGHT t3 CA MG ANGLE OF 13.75' AND A MAXIMUM LENGTH OF 16.73. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS 16 GA MIN NORIZ TRACK 2. LONG PANEL WON -IMPACT RESISTANT GLAZING OPTION - 5/16.1-5/8' 090' MINIMUM SSB GLAZING IN MGM FRAMES CLUED WITH LAG SCREWS A 1/8 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS CUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) /8.1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 CA MIN VERT UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING TRACK GLAZING SMALL HAVE A MAXIMUM HEIGHT OF 1175' AND A MAXIMUM LEN07H OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE 5/16.1-5/e' LAG DEBRIS REGIONS GLAZED SECTION REWIRES 16 CA 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) 1/+-u.7/8' SELF DRILLING CRIMPTITE SCREW TO 1/+-20.9/16" TRACK ATTACH E J-STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX STILE AT THE CENTERLINE OF THE DOOR PER OETAIIL F ON NUT AT EACH Je JAMB SHEET 2. BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS1 GLAZING SHALL BE 1/+' MAKROLON-AR POLYCARBONATE OR EQUAL. GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.21' AND A MAXIMUM LENGTH OF SO.W. GLAZING IS IMPACT RE95TANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGON& SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS, GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS S GA STIFFENEDATTACHEDTOU-BAR ON UPPER INTEGRAL RIB (SEE DETAIL G RBACJAMBAMSACBRACKETSSHEET21leGAJ-STRUT SCREWEO TO LOWER INTEGRAL RIB SEE FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. QUANTITY, LOCATION, SHALLFIELDINSTALL (1) 1/+-1+.7/6 SET! ANC TYPE DRILLINGCRIMPTITESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SLOE LOCK VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENOS (NOT MUST OVERLAP TOP AND BOTH ENOS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/ 16' TO MEET NEGATIVE PRESSURES. SEE NOTE 5). SLIDE LOG( SHOWN FOR 5. KEY LOCK, SLOE LOCKS, OR OPERATOR REWIRED. CLARITY 6. SEC7ION SMALL BE CONSTRUCTED WITH FOAMED IN PLACE NOTE, (4) SECTION SOLO POLYURETHANE FOAM INSULATION CHEwCALLY BONDED TO 30 DOOR SHOW- SEE SHEET CA MIMOJUM FACER STEEL AND A POLYLAMINATE BACKER. 2 FOR U-BAR LOCATIONS ENO CAP TO HAVE A MINIMUM IX DEPTH. ON DOORS WITH OTHER SECTION QUANTITIES AND 7. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2. AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON 111S SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS, ACCORDANCE VAT14 CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. DOOR JAMB TO BE MINIMUM 2.6 STRUCTURAL GRADE LUMBER. REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .0+0' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) /e.l' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND 00 NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS, LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLINE OF THE DOOR. JINN E. SCATEs PE 3121 FAIRGA TE 0R, CARROUT04. n 75007 FL PE 31737 T. PE 56J00/FZ2W PROFESSKNAL ENGINEER'S SEAL PROLAOEO ONLY FOR VERFX: ATION OF MNOLOAD CONSTRUCTION OETAILS NOTE. ( 5) CENTER HINGES PER JOINT REWIRED ON DOOR WIDTHS GREATER THAN 12'- 0'. (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO JAMB BR NOGGHHT NO. OF SECTIONS IND. OF JAMB BRACKETS EACH JAMB)TYPE LOCAFION OF CENtERUNE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t 2') 7'- 0' A 6 JB , 13 (01). 25-1 JB . 3< JB . 45-1 + GI , B3 JB 7'- 0' 8 FAT" JB , 10 JB , 21-3 JB , 29-3 JB . +2 JB , 63-1 A JBe'-0' 5 e IS' OI , 23' J8 , JR' JB , 47-1 Aq , 56JB , 67q , 75'8'-0' S 6 JB , 10 JB ,21-3 JB , 20-3 JB A8' JB 57-+ JB 86 JB 7 IGH LIFT OOF PITCHE NOTE BELOW NOTE: JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/+-20.9/16' TRACK BOLT AND NUT. q) FOLLOWING DIMENSION DENOTES OUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED ATTACH TO TRACK. ALL DOORS WITH NIGH UFT, ROOF PITCH, ANO/OR GREATER THAN 8' IN HEIGHT REWIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS. SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOOR HET UNIFORM LOAD EACH JAMB (PlF) WIDTH 16,-0" ALL 207. 2 -230.4 1+'-O' ALL IeLJ - 20t.8 12'-G' ALL 133.+ - 172.6 10'-0' ALL 129, 5 -144,0 Pa CHANCES TO GENERAL FORMAL AND CHANGED U- BAR FASTENER TYPE AT ENO CAPS AND BOTTOM RETAINER, CHANGED CENTER HINGE GAUGE AND ADDEO LOUVER OPTION CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER CRT 3/ 8/06 PS ADDED SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR WIDTHS MRS 5/10/06 P6 ADDEO MPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFIED NOTE 6 TO STATE THAT LOUVERS ARE NOT IMPACT RESISTANT. CRT 6/6/ 07 P7 MODIFIED JAMB BRACKET SCHEDULE FOR FAT OPTION. ADDEO LMR TRACK DETAIL SHEET 2. CRT 4/17/08 P8 ADDED IMPACT RESISTANT GLAZING. ADDED TEXAS UCENSE NUMBER TO TITLE BLOCK CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 0'-9'. ADDEO HIGH LIFT AND ROOF PITCH TRAP( NOTE CRT 7/ 22/08 P9 UPDATED TITLE BLOCK CRT 8/26/10 PANEL waste® Balton STATIC PRESSURE RATINGS DESIGN ( PSF); +25.90/- 28.60 APPROVED SIZES MAX WIDTH: 16'-0' SCALE: HAS DATE SIZE: A NAME TEST ( PSF): +3885/- 43. 20 MAX HEIGHT: 8'-9" JORAWN 1 3/8/06 1 GIRT IMPACT/CYCUC RATED (YES/ NO). YES MAX SECTION HEIGHT. 21" CHECKED 4/6/06 1 MR8 MODELS 5120/6100/9100 SHEET 1 of 2 ISION OF OVERHEAD ODOR CORPORAWING DENs 9COLA DIFl010: 3i51A BSQ) 47.-9590 WINDLOAD SPECIFICATION OPTION CODE 0230 PART NO. 318960 REV. P10 13 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 GA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (6) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH ENO FACING UPWARD IN BOTTOM OF U-BAR / AND ATTACH THRU ENO CAP AT WITH ((2) 1/s-IA.5/6• EACH END WITH (2) 1//6-147/6 CRIMPhTE SCREWS SELF DRILLING CRIMPIITE SCR9 FOR STANDARD TRACK AND (3) 1/6-16.7/5' SELF DRILLING 0 CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 OF WHICH °. ARE USED TO ATTACHED THE TOP DETAIL A BRACKET AS SHOWN} LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) t/4-t+XS/6• CRIMPTITE SCREWS. THE (8) PRE -PUNCHED HOLES EACH ENO USE MEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT pi ROLLERS CAP AT EACH ENO WITH (2) 1/4-1{.7/B• SELF DRILLING CRIMPTITE SCREWS TS GA HINGE ATTACHED / RIB ON THEBOTTOM SECTION SHALLEXCEPTION, U-SAR PLACED OVER ONLYOP WITH1/CREWS 6• TIT SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY WHICHAREENO WITH (1) t/6-161f7 8 SELF DRAWING ATTACHED) E THE i BOTTOMCRtMPTIAOREw f THE eonoM FLANGEa< lHE V-BAR B TOCLEARANCES IRED TO STORMGARO 2• NYLROLLERINSTALLBUEAT THE OREo 0• ROLLER WITHU-BARS, ALL U-BARS SHALL BE ht/2• STEM IN$TAUEO ON SECTIONS PRIOR 70 DETAIL B INSTALLING RCLVt SLIDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. 16 CA HINGE ATTACHED PLACE U-BAR OVER ATTACH WITH (6) 1/6-20x5/lr CRIMPTITE SCREWS ( 2 OF WITM ZL / 4-20 5//66-' MP TE 1MRV WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INsTALLEO INTO LOCATION (1 THRU FLANGE TOP LEAF, AND 1 OF OF V-BAR AND BOTTOM WHICH IS FIEID INSTALLED HINGE LEAF AND 1 TTOtII THRU PRE- PIINCHEO HOLE WEB OF U-BAR AND IN U- BAR) DETAIL C INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET FACTORY ATTACHED WITH 3) 1/ 6-16X5 8•PLACE U-BAR OVER INTEGRAL RIB WITH DOWN TO CLEAR BOTTOM CRIMPTITENOTCH BRACKETAND ATTACH THRU ENO CAP WSHOWN ATEACHENDWITH (1) 1/h1s.7/B' SELF DRILLING CRIMPTITE SCREW AS FOR IMPACT RESISTANCE, AND USE (1) t/a-t6.7/B' SELF BOTTOM BRACKET MUST BEOFOLUNG CRIMPTITE SCREW ACROSS THE SCREWED To THE BOTTOM . • 00 OF THE BOTTOM u-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/ 6-14.7/8• SELF DETAIL 0 HINGE LOCATION. USE (1) 1/4-2Ox5/8• DRILLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS. DETAIL T141S SWEET. 8.3/ 4• MIN STAINLESS SCREWS WITH STAINLESS BACKEO RUBBER WASHERS 3-1/ 2- O.C. MAX I1W BEAD GEULTRAGLAZE SSG6000AC ( STRUCTURAL I SEALANT CREOUIVALENT _ FACER AOHN E SCATES PE 312, FAIROATE OR CARROLLTON. TX 75007 FL PC 31737 TX PE 36306/FZZ03 PROFESSIONAL ENGNEER' S SEAL PROMOE0 ONLY FOR VERFICATTON OF NNOLOAO CONSTRUCTION OETAILS DETAIL E USED ONLY ON IMPACT • ' GLAZED SECTION - 11 GA REINFORCEMENT , BRACKET ATTACHED WITH (6) 1/+-140/8• f SELF DRILLING \ ; CRIMPITE SCREWS ( 2 THROUGH BOTH BRACKET AND U-BAR) Ia 1) 1/ 6-160/B' SELF DRILLING CRIMPTITE SCREW AT CENTER LONE OF ODOR THRU J-STRUT t OPERATOR BRACKET. HOJE` J- STRUT At SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED SECTIONS. SEE NOTE 2 SHEET I ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) 0 1/6- 16.7/8• SELF DRILLING CRIMPTITE SCREWS I— . - IMPACT BOTTOM BRACKET 5) SECTION DOORS WITH (6) 3% 18 GA. 80 KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN s) SECTION DOORS WITH (5) 3% 18 GA, 60 KSI U-BARS LOCATED OVER INTEGRAL FOBS AS SHOWN ---- DETAIL F U-BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-1+.5/8• CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4- 16.7/B• SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND 0 THIS SHEET). (2) , 6-16 5/8• CRIMPTITE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-1/.5/8- CRIMPTITE 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 SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U- BAR EXCEPT BOTH U-BARS ON BOT70M SECTION SHALL HAVE A TOTAL OF (16) SCREWS EACH. VV.LK wINMIlw Iwlr 2, WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER 1/4" POLYCAR80NATE SUDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SMALL BE ATTACHED TO THE DOOR WITH 1/6-14.5/8• CRIMPTITE SCREWS. 3, 16 GA U-BARS SHALL BE STAMPED •46• APPROXIMATELY Or FROM EACH ENO. STATIC PRESSURE RATINGS APPROVE Wade® DESIGN ( PSF): +25.90/-28.80 MAX WIDTH: TEST (PSF): + 3&85/-43.20 MAX HEIGHT: ofaton IMPACT/ CYCLIC RATED (YES/NO): YES IMAX SECTION MODELS 5120/ 6100/9100 PENSAC'OLA. FLORIOA3251A I WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS CHANGES TO GENERAL MAT AND CHANGED 3AR FASTENER TYPE ENO CAPS AND fTOM RETAINER. URGED CENTER HINGE IGE AND ADDED IVER OPTION LNGEO STRUT VTIFICATION MEIN00 IM COLORED PAINT TO MPED NUMBER. 3/8/ 06 ADDED SUPERIMPOSED OGN PRESSURE LOADS WRIFHED NUMBER OF STENERS AND CENTER IGES REOUIREO FOR RROWER DOOR WIDTHS B 5/ 10/06 ADDED IMPACT SISTANCE TO DOOR. DEO MODEL 6100. OIFlEO NOTE 8 TO LTE THAT LOUVERS E NOT IMPACT SISTANT, T 6/ 6/07 FOR A/ 17/ 08 ADDED IMPACT 1STANT GLAZINC, IEO TEXAS LICENSE IBER TO TITLE BLOCK. INGEO LOUVER NOTE REASEO MAX HEIGHT 6'-9' ADDED HIGH AND ROOF PITCH CK NOTE. 7/22/ 06 UPDATED TITLE BLOCK 6/26/ 10 ADDED LONG PANEL ZING OPTION 3/15/ t1 N.T. S SIZE: A DATE NAME 3/8/ O6 GRT 1 4/ 6/06 MRS SHEET 2 OF 2 DRAWING PART NO I REV 318960 IP10 14" MAX 12" MAX 12" MAX i 12" MAX 12" MAX 12" MAX T CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. J04" E. SCAR% PE 3121 FAIRGATE DR. CARROLLIDII, Tx 75007 fl PE 51737 Ill PE 50306/f2203 PMCSSIONAL CNONCCR•S SEAL PROWDED ONLY FOR VE116ICAUDN OF WimLOAD CONSTMXTICH DETAAS PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA Mln CONTINU01 WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1/4" X 7/16 SEMI TUBULAR RIVITS — 11 GA MIN CLIP SEE SCHEDULE— RSW 0.28" 2 13 GA MIN CONTINUOUS WALL ANGLE ACK 1 1/4"-20 TRACK CARRIAGE BOLT FH 1/4"-20 NUT TYPICAL CLIP BOLTING DETAIL TRACK 0 1) 1/4"-20 TRACK OR CARRIAGE BOLT j WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL r 11 GA MIN CLIP SEE SCHEDULE 0 1) 1 /4"— 20 TRACK OR CARRIAGE BOLT i WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAI DESIGN PRESSURE CHART MAX DOOR WIDTH MAX PSF 9--0" 46.0 PSF —52.0 PSF 18'-0" 46.0 PSF —52.0 PSF 16'-0" +46.0 PSF/-52.0 PSF wagnc® Balton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART,PENS( 850) A47FLORIDA 4 90 32514 REVISIONS 2 INCH ACK-CUPS-TEXAS LL ANGLE 12 FOOT DATED J 6/11/03 UPDATED FORMAT REASED ALLOWABLE ESSURES TO 6.00/-52 00 PSF FOR L DOOR WIDTHS. ANCED 'TEXAS WALL GLE' TO 'CONTINUOUS LL ANGLE' ADDED BSTRATE MOUNTING TAIL. CHANGED TO EN HD ANCHORS T 4/2/07 CHANGED FORMAT DED MODELS 9800 D 8024 WITH OVERLAY TRACK CLIP HEOULE. T 8/21/07 UPDATED MODELS TED IN CHARTS DATED SPLICE k CLIP NEDuLES. 9/06/07 UPDATE MOUNTING TAIL DRAWINGS. T 10/05/07 UPDATED CHARTS TO MINATE THE USE OF E 05 CUP (REPLACED 1-1#9 ACROSS THE UPDATED STEEL UNUNG DETAIL B 04/11/08 EXPANDED 1-1/2' TO 3/8' DOOR THICKNESS ART up 10 14' HIGH. T 12/11/08 UPDATED TITLE 3L1( T 6/2/10 SHEET 1 OF 2 DRAWING PART NO. REV. 307494 JPIO 2 3/4" t 1 " EDGE DIST 5/16" x 1-5/8" LAG SCREW OR EQUIVALENT INTO MIN 2 6 NO 2 MIN 3/16" THICK STEEL FOR MOUE WALL ANGLE E60XX MIN. IZ 22424 SPF (G=0.42) T EACH OR _ TRACK CLIP--.-` A1/4-2Ox9/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL A • d' A CONCRETE MOUNTING DETAIL A" M E. $CATES, K 3121 FMRCATE OR CARROLLTON. Tx 75007 FL K 31737 tit K W308/T2203 PROFESSIONAL ENCOWS SEAL PROVICED ONLY FOR VERIFICATION OF WNDLOAD CONSTRUCTION DETAILS WITH MIN. (1) 1/4-2Ox7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDING 3/ 8" SIMPSON TITEN HD, 2- 3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 / 4- 20x9 /16" TRACK BOLT AND 1/ 4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATESCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2' THICK DOOR HEIGHLATE CLIP #'S FROM BOTTOM TO TOP SPLICE 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 22 114-- 0-1 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR HEIGHLATE CLIP #'S FROM BOTTOM TO TOP SPLICE 7'- 0" 5, 6. 6, 7, 7, 9 12 8'- 0" 5, 6, 6, 7, 7, 9, 9 12 9'- 0' 5, 6, 6, 7, 7, 9, 9, 9 14 10'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'- 0" 5. 6. 6, 7, 7, 9, 9, 9, 11, 11 16 12'- 0" 5, 6. 6, 7, 7, 9, 9. 9, 11. 11. 11 16 13'- 0" 5, 6. 6, 7, 7, 9, 9. 9, 11. 11, 11. 13 18 14'- 0" 5. 6. 6, 7, 7, 9, 9, 9. 11. 11. 11, 13. 13 18 MODELS 6100 8300 8700 (1-3/8" TO 1-5/8" THICK D OR CLIP #'S FROM BOTTOM TO TOP SPLICE LATE7'- 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 8 10'- ON 4. 4, 4. 4. 5. 6. 6, 7. 7 8 11'- 0" 4, 4, 4, 4, 5, 6, 6, 7, 7. 9 10 12'- 0" 4, 4. 4, 4, 5, 6, 6, 7, 7. 9, 9 10 13'- 0" 4, 4. 4, 4, 5, 6, 6. 7, 7. 9. 9, 9 12 14'- 0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR CLIP #' S FROM BOTTOM TO TOP SPLICE LATE# 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" 1 4, 4. 4, 4, 4, 4. 4. 4. 4 6 Wayne® 3395 ADDISON DRIVE FLRIDA TRACKSUPPLEMENTCHARTPEN (850) A474 09890 32510 TRACK - CUPS -TEXAS WALL ANGLE 12 FOOT UPDATED 8PJ 6/11/03 P3 UPDATED FORMAT. INCREASED ALLOWABLE PRESSURES TO 46. 00/-52.00 PSF FOR ALL DOOR WIDTHS. CHANCED ' TEXAS WALL ANGLE' TO 'CONTINUOUS WALL ANGLE'. ADDED SUBSTRATE MOUNTING DETAIL. CHANGED TO TITLN HD ANCHORS CRT 4/2/07 P4 CHANCED FORMAT. ADDED MODELS 9800 AND 9024 WITH OVERLAY TO TRACK CUP SCHEDULE. CRT 6/21/07 P5 UPDATED MODELS LISTED IN CHARTS UPDATED SPLICE B CUP SCHEDULES DLP 9/08/07 P6 UPDATE MOUNTING DETAIL DRAWINGS. CRT 10/05/07 P7 UPDATED CHARTS 10 ELIMINATE THE USE OF THE M8 CUP (REPLACED 1W7H 09 ACROSS THE 10/ 24/07 UPDATED STEEL uNTD+ C DETAIL 8 04/11/08 EXPANDED 1-1/2' TO 3/ 8- DOOR THICKNESS ART UP TO 14' HIGH. T 12/11/08 ADDED MODEL 8700. DATED TITLE BLOCK T 6/2/10 DATE I NAME RAWN 1 8/21/07 1 CRT NECKED 8/21/07 1 MR8 SHEET 2 OF 2 DRAWING PART NO. REV. 307494 IPIO Florida Building Code Online Page 1 of 2 Business Professional Regulation i rya Fbida,. CIPMWd SCIS Home I Log In 1 User It illstratlon NO Topic Submit Surcharge Stats a Facts Publlutbrl9 Fac stall eas site Map Links search i Busines Professi nal lWIProductApproval Regulation Product Agg@Yal Mong > ProEuct a Awlkatlon Seartli > Aooli adon List > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archlved CJ Product Manufacturer Silverine Building Products Corp. Address/Phone/Emall One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext 4644 Jonberrian®slbp.com Authorized Signature Jon Berrian Jonberrian@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/l.S.2/A440 AAMA/WDMA/CSA 101/l.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 # Model, Number or Name Description Year 2011 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?pazani=wGEVXQwtDgtvA%2bxmzk 1... 2/ 19/2016 Florida Building Code Online Page 2 of 2 19715.1 1 Series 2900/4900 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.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SWD002, and Product FL19715 RO It SWD002 SS 2016.02-03.odf Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.odf Created by Independent Third Party: Yes Back Mort ICUs :: 190 North Monroe Street Tallahassee, FL 323399 Phone: 850-487-1624 The gate of Florida Is an AA/EEO employer. Idovrinht 2007-2013 State of florlda.:: Privacy Statement ;; Accessibility Statement:: Refund Statement Under Florida law, email addresses are public retards. If you do not want your .-mall address released In rusponse to a publb4ecords request, do not send electronic mail to this entity. Instead, contact Via office by phone or by traditional mall. If you have any questlorto, plaaso contact 850.487.139S. *Pursuant to Section 455.27S(1), Florida Satutes, afhctive October 1, 2012, licensees licensed under Chapter 4SS, F.S. must PMVlde the Deparb.— with an email addrens It they have one. The emalls provided may be used for official communkaMn with the OQnsee. However anall addresses are public record. If you do not wish to supply a personal address, please prorvue the Department with an amall address whkh can be made available to the public: To determine If you era a Ikensee under Chapter 4SS, F.S., Please tlkk jam. Product Approval Aeeeytr: M ® OR M CFc t rd E hq://www.floridabuilding.org/pr/pr_app_dtl.aspx?param--wGEVXQwtDgtvA%2bxmzk 1... 2/ 19/2016 INSTALLATION NOTES: 1. ONE III INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN. L THE NUMBER OF INSTALLATION ANCHORS DEPICTED 6 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 tin INCH THE DEPICTED LOCATION B SPACING IN THE ANCHOR LAYOUT DETAILS Q.E. Wm IOUT CONSIDERATION OF TOLCRANCCS). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARLYG SHIMIS). MAXIMUM ALLOWABLE SHIM STACK TO BE 3/8 INCH. SHIM WHERE GENERAL NOTES. SPACE OF 1/161NCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. 1. THE PRODUCT SHOWN HEREIN 5 DESIGNED AND MANUFACrUREOTO COMPLY WITH THE STH EDITION S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE RB WOOD 2014) FLORIDA WILDING CODE(FBC), EXCLUDING HVHZ SCREWS OR It GAUGE ROOFING NAILS OR IOd COMMON NAILS OF SUFFICIENT AND HAS BEEN EVALUATED ACCORDING TO THE LENGTHTO ACHIEVE 1-72 I N04 MINIMUMEMBEOMENT INTO WOOD FOLLOWING' SUBSTRATE INSTALLATION SMALL MAINTAIN MIN. 3/11' EDGE DISTANCE. AAMNWOMA/CSA 101/IS2/A40008/11 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 96 SELF -TAPPING SCREMIS, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 TNR AERATION BEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN. 3/9' EDGE DISTANCE 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 610 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE I -In INCH MINIMUM EM EOMENT INTO WOOD SUBSTRATE. B. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH LX SUCK TO CONCRETE/MASONAY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 3/161NCH DIAMETER FTW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.114 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN, 13/4- EDGE DISTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 410 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 THREADS PION BEYOND METAL WALL IQ MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 13. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. 2. ADEQUACY OF THE OUSTING STRUCTURAL CONCRETE/MASONRY, 2X FRAMING, AND METAL FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROIECTOF INSTALLATION. 3. IX AND ZX BUCKS (WHEN USED) FALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZ AREAS. IN HVFQ AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MUMMME FIER 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 RUED BLOC, DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS EDGE DISTANCE 6 MEASURED 7, IN ACCORDANCE WITH THE STH EDITION F9C, WOOD FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF COMPONENTS SHALL HAVE BEEN PRESERVATIVE TREATED BLOCK OR SHALL BE OFADURABLE SPECIES AS DEFINED IN CHAPTER 23. 13. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WRIT AN010R IL GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE GLASS CHARTS. SEE SHEET 6 FOR GLALNG DETAILS. USEDINSUBSTRATESWITHSTRENGTHSLESSTHANTHEMINIMUMSTRENGTHSPECIFIED BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES, A. WOOD -MINIMUM SPECIFIC GRAVITYOFO.SS. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. GROUT -FILLED CMU- UNIT STRENGTH CONFORMS TO ASIM C-90 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASrM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 2000 PSL 0, HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM C40 WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. E. STEEL -MINIMUM YIELD STRENGTH OF 33 FSL MINIMUM WALL THICKNESS OF 47.6 MIL (04476' or 15 GAUGE). MIN, IA' EDGE DISTANCE. F. ALUMINUM- MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/ 16'. MIN. 1/Y EDGE DISTANCE. TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION I INSTALLATION 6 GENERAL NOTES 2 ELEVATION 3 ANCHOR LAYOUTS 4 VERTICAL 6 HORIZONTAL SECTIONS (NALL FIN) 5 VEIRnCAL 6 HORIZONTAL SECTIONS (rSIROUGH FRAME) 6 HORIZONTAL SECTIONS, BUCK MSTALLATION, 6 GLAMM-* DETAIL MAX OVERALL SIZE DESIGN PRESSURE µESA rMPACTRATENG WIDTHHEIGHT36' 64' O/X 35 / .35 PSF NON IMPACT 36' 66' O/X 50 / -50 PSF NON IMPACT 30' 74' O/X 50 / -50 PSP NON IMPACT 36' 7P 0/X 35 / -35 PSF NON IMPACT 44' 62' DIX 50 / -50 PSF NON IMPACT 46' 72' O/X 35 / -35 PSF NON IMPACT 43' 64. CIA 20 / -20 PSF NON IMPACT 5£ 72' O/X 29 / -25 PSF NON IMPACT 36' 63.75- O/X (ORM) 35 / -35 PSF NON IMPACT 46' 96' O/X (ORIEL) 20 / -20 PSF NON IMPACT 72' 62' 0/XO/X 35 / -35 PSF NON IMPACT 72' Be O/X-O/X 35 / -35 PSF NON IMPACT 6Z' O/X-O/X 50 / -50 PSF NON IMPACT 7Y O/XO/X 50/•50PSF NON IMPACT 076* 7T O/XO/X Z5 / -25 PSF NON IMPACT 74' O/XO/X 35/.35PSF 74' O/XO/X 30 / .30 PSF 62' O/XO/XO/X 50 / -50 PSF NON IMPACT 106' 72' O/XO/XO/X 50 / -50 PSF NON IMPACT 106' 64' O/X-O/X-O/X 25 / •Z5 PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document FL#: FL19715 Date: 2016.02.03 09:40.44 -05'00' SilverLine brAndersen nsoaws• 0000s ME 361HLM DUNE IJAAIN ANItSM'ICf. NH HIIgJ II!( J5R1lKOm F G LIa i o$ 3 kz* DWG #: 5WD002 SHEET: 1 OF 6 MAX. FRAME MAX FRAME Silver Line FoWIDTH 48' by'AfKkrs n B E g E 4 4 rieeeva.eeeet ONE mveftJ E CME Iamina+:>nac w oaoe rro Ps21 F PR F 4 { { G Z N O Nr2 J MAX. FRAME MAX. FRAME W"„ j Z NHEIGHT96' HEi6HT 98' w = fu QUALIFIED CONFIGURATIONS W o ARCH TOP CONFIGURATIONS KM ALL 29014MI '+ of m W < X. RATINGS. SINGLE UNIT CONFIGURATIONS , X• " i< 0, C Ial d lu A Dr7 A p G 4 3 { 3 Tm ELEVATION ELEVATION ZSINGLEHUNGWINDOW SINGLE HUNG ORIEL WINDOW O H Z In MAX. FRAME MAX. FRAME WIDTH 96' WIDTH Lp8• w W 9 E g E o QUALIFIED CONFIGURATIONS • 3 c ARCH TOP CONRGURATIONS FOR ALL ZM 4902 RATINGS, TWIN UNITCONAGURATIONS F p O 3 3 F 0' •p .O. F Z g MAX.RAMEAX HEIGHT 74" MAX. FRAME X. .x. .X. dam;' • F • HEIGHT04° El9 2' MAX J [_II'MAX FROM _ I O.C. CORNERS It' MAX. O.c. 2' MAX. FROM CORNERS 1 NOIE AP/a7s ATy 7F SF 944LSE AN041MO %AX 4- 6C AT NfAD. J"k AW IILL ANCHOR LAYOUT NAIL FIN - SINGLE HUNG WINDOW 2' MAX —' — 41/2' MAX. CORNOEMRSr I I O.C. 41/ 2' 0. 4 2' MAX. FROM CORNERS 6' MAX. 20' MAX CORNERS ONEERS O.C. 6' MAX. FROM CORNERS 20. O. C. L 6' MAX. FROM CORNERS L ANCHOR LAYOUT THROUGH FRAME - SINGLE HUNG WINDOW I6 U 1 x. J L 41/ 2' MAX O. C. ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW I" MAX FROM 6' r_ CORNERS I — O.0 6' MI O. 0 I' MAX FROM CORNERS 6' MAX. FROM L 12 3 MAX CORNERS O. If IT O.C. 6' MA . FROM CORNERS QL I I 6- MAX. ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 12' MAX O. C. ANCHOR STRAP 6' M k ANCHOR STRAP SEES 5 2 CORNERS P/N 50.2"5-2 SEESHEET5FORDETAa5SEE SHEET 5 FOR DETAILS ANCHOR LAYOUT ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW THROUGH FRAME -TRIPLE SINGLE HUNG WINDOW Si tie' naevs. oesss OrE= VEOL" FRVE IN sMlf•YTC(wom N4H>• Atlas-mo L M A QsS o x x7F s z Zw W Z J- of m4m H B M z < @ JF1 W cp p Hsi F N 0, W < W ofCL F c m v/ Z O ZO W V) cc w LIis k LLT mh m Vf pO; 3 Nz OpDWG #. SWD002 SHEET: 3 OF 6 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY S 2X WOOD BUCK BY OTHERS 2X 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 I CIA. UNIT HEIGHT 1 1/2' MIN. EMBEDMENT r 3/6' MIN. 1 EDGE DIST. L 1/4' MAX. SHIM SPACE SASH REINFORM SEE SHEET 6FOR REQUIREMENI SEE GLAZIN DETAIL SHEET SEE GLAZING J"" INTERIOR DETAIL, SHEET 6 g\ VERTICAL SECTION lJ HEAD -2XWOOD SUCK NAIL FIN SEE GLAZING DETAIL, SHEET 6 EXTERIOR INTERIOR PERIMETER SEALANT BY OTHERS EXTERIOR FINISH BY OTHERS 6 WOOD SCREW INSTALLATION ANCHOR 3/8- MIN. j 2X W000 BUCK BY OTHERS ' EDGE DIST. SEE SHEET 6 FO °• F CONNECTION DETAILS , . • • • ° . CAULK BETWEEN a . CONCRETE/ MASONRY CONCRETE/ MASONRY 6 2X BY OTHERS WOOD BUCK BY OTHERS • I MIN. EMBBEE DMENT q VERTICAL SECTION 4 SILL- 2X WOOD BUO( NAIL AN EXTERIOR O• A, UNIT WIDTH SilverUne gAndersen rieeara• eeeaa oa mvLua< ouu uoan/ausowrawona: ne l> s+l.nmo 8 0 c um „ 1 1MMAX IA1N, 3/8' EDGE DISTANCE SHIM SPACE N 6 wvv. F, m< S MIN. 3 THREADS g PENETRATION BEYOND u „ 3 m Z m e 40 j'' 3 6 METAL STRUCTURE to ed a ac B 6R5SELF- TAPPING SCREW A INSTALLATION ANCHOR METAL STUD BY OTHERS, SEE SHEET 1 INSTALLATION p NOTE 14 m EXTERIOR FINISH BY OTHERS PERIMETER SEALANT 0 BY OTHERS H Z C DC HORIZONTALSECTION 1/ 4' MAX 4 IAMB - MITAL STUD SHIM SPACE NAILFlN 41 VSI mN Jy N x Z u Z pg p y v DW6 tF: SWD002 SHEET' 4 OF 6 10 WOOD SCR 3/4• MIN Silverli eINSTALLATIONANCHOR EDGE DISTANCE ZX WOOD 8UCK/STUD BY OTHERS byAndersenCONCRETE/ MASONRY BY OTHERS --SEE SHEET 6 FOR 1/4• MAX y CAULK BETWEEN e, CONNECTION DETAILS SHIM SPACE MIN. 3 THREADS SASH REINFORCING PENETRATION BEYOND CONCRETE/MASONRY SEE SHEET6 FOR REQUIREMENTS METAL STRUCTURE BY OTHERS SEE 6LAZIAIf r u o o r s• e o eu MIV.1/Z" EDGE DISTANCE as mamma MMIE 11/2•MI4 DETAIL SHEET6 twn tauww=waim EXTERIOR FINISH EMBEDMENT Fla I» •u7m BY OTHERS INTERIOR # lU GR.D SELF -TAPPING SCREW Z m A PERIMETER SEALANT MAXf2 F $ SHIM SPACE INSTALLATION ANCHOR § 3 SHI ~ gBYOTHERS / METAL TUBE/STUD OR APPROVED g1MULLIONBYOTHERS, N rs O.A. EXTERIOR \ / PRIOR SEE SHEET 1 INSTALLATION = y <W UNIT A / NOTE 14 HEIGHT W V m ' 1L' cor SEE GLAZING J/ PERIMETER SEALANT mBYOTHERS WDETAIL, SHEET 6 OR ERS N 1d w' n O.A. UNIT WIDTH ++ F HORIZONTAL SECTION VERTICAL SECTION 5 JAMB -METALTUBEATUDORAPPROVEDMUWON 5 HEAD -2XWOOD BUCK THROUGHFRAME ( THROUGH FRAME 5) #14 PANCAKE HERO Z SEE GLAZING SCREWS FROM STRAP TO FRAME, HOLES PROVIDED HDETAIL, SHEET 6 4.0000 4.0000 N C) TO ACCOMOpATE 014 DIAL — FxrERloa INTERIOR 2.0000-F2.0000 .. ANCHOR STRAP, AT TWIN 6 uJ w TRIPLE CONFI G. ONLY. SEE o O.A. / 'PLAN VIEW -ANCHOR STRAP 0.0620 UNIT / (P/N 50-2995-2)' DETAIL AT 4.0020 HEIGHT RIGHT FOR INSTALL REQ. 0.5000 ) 2.3750 PERIMETER SEALANT ` SHIMSPADE ZBYOTHERS 0.75 INSTALLATION ANCHORS 000(2) 3.0000(2) 6.0000 Q ......., ./ EXTERIOR FINISH p"',IN FROM ANCHOR STRAP TO Ali y 8Y OTHERS a '. • e EMBEDMENT PLAN VIEW - ANCHOR STRAP (P/N 50-2995-21 OPENIIJG, SEE ANCHOR REQUIREMENTS BELOW. PRECAST SILL BY OTHERS 3/16" ITW TAPCON ° 4 ' • : : • ANCHOR STRAP ANCHORING REQUIREMENTS: ' INSTALLATION ANCHOR e a A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16' IT'IV TAPCONS d A) •• OF O 13/4' MII ° PER STRAP, MIN. 1-1/4- EMBEDMENT, MM 1-3/4• EDGE DISTANCE. EDGE DISTANCE B. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF -DRILLING SCREWS, m ; i; GR. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN 3/4' EDGE DISTANCE. 0° '^ as tn FFn C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIN. G a 3 = i v Z p VERTICAL SECTION 1-v2' EMBEDMENT, MIN I'EDGE DISTANCE. OR y 5 SRI-CONCRETE/MASONRY owe, IV. THROUGH FRAME S W 0002 SHEET: 5 OF b NOTE: ALLGLAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 GLASS LOAD RESISTANCE. INTERIOR EXTERIOR INTERIOR EXTERIOR SMALL' FRAME 4k 'LARGE' FRAME REINFORCING EXTERIOR RETNFORCBJG SEE BELOW FOR REINF. SEE BELOW FOR REINF. REQUBtEMENTS REQUIREMENTS. 1/8. SETTING BLACK VERTICAL SECTION / HORIZONTAL SECTION 6 MEETINGS111E 6 INTERMEDIATE FRAMEMUWON I- ALUMINUM SASH REINFORCING, IS REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 48 X 72. (O/X), DESIGN PRESSURE •/- 35 PSF 36 X 84, (O/X), DESIGN PRESSURE ./- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE •/- 50 PSF 38 X 77, (O/X), DESIGN PRESSURE •/- 35 P5F 72 X 84, (O/X-O/X), DESIGN PRESSURE 35 PSF 76 X 72, (O/X-OM, DESIGN PRESSURE •/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE 4-50 PSF 108 X 72, (O/X-O/X-OM, DESIGN PRESSURE V-50 PSF C- STEEL INTERMEDIATE FRAME'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWDNG SIZE/RATINGS: 76 X 62, (O/X-O/X), DESIGN PRESSURE •/- 35 P5F 0- STEEL INTERMEDIATE FRAME'SMAU.' REINFORCING IS NOT REQVI3tED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62. (O/X-O/X), DESIGN PRESSURE +/- 35 PSF 7 GLAZING DETAIL I NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1• MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED IS NOT EXCEEDED. 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK 1/4' ITW TAPCON ANCHOR 4• FROM CORNERS 16' MAX O.C. THEREAFTER ZX WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT L WINDOW FRAME. BY OTHERS 11/4' MTN. EMBEDMENT 11/2' MIN. EDGE DISTANCE 2• MIN. EDGE IDISTANCE CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL 5/8.O.A. I.G. GLASS INTERIOR I MIIJ. 61A55 SITE 2` SilverUne brAMemn noe re•000es WE suVsxOmo m Nc"m smaw"k W oe m MCOM435-WO i ZT ^A x Qm p F mr I p V/ S O V) Z DSO s u' E- N y to < W 2mc alj'm mJ!i 00, W to m d p V) Z O H o H u LU W at . 0 m V) Nn Zm NG #: 5WD002 4EET: 6 OF 6 WINDOW R DOOR MANUFACTURERS ASSOCIATION IEWDMAConformance Hallmark® Certificate of 4tXN> and License CCLA°`°`stenu,'°`m`°` Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amsceil.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. sysrcrosInc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803-2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-07 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48) ' Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psf) 440-H-025.36, 2900/4900170 Series, 101/I.S.2/A440-08 Class R-PG35; Size tested 914mm 2127mm 139241.01-109.47 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/l.S.21A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664-1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/l.S.2/A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 914x1930 mm (36x76 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D. 1219mm 1676mm NCTL-110-15664-2 6r7/2013 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 (25psf); Negative Design Pressure DP) = 1200Pa (25psQ: Water Penetration Resistance Test Pressure = 180Pa (3.76psQ 440-H-025.43 2901/4901 101/I.S.2/A440-08 Class LC=PG50; Site tested 965mm 1676mm C7074.01 7/1/2013 5/1/2017 965x1676nim' (38z66in'}Type H;, Positive Design Pressure DP) = 2400Ra:(50psf); Negative DesignePressure DP) = 240OPa (50psf); Water Penetration Resistance Test Pressure = 360Pa (7.52psf), WD-20 10114109 Friday, May 13, 2016 Page 7 WMANUOCTURREERSASWCIAMN 1MWDMA Hallmark® Certificate of46t f° Conformance and License CCL Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscerLcom North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. AdminisustiiYA1aoggement systm 1, 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 LGPG50; Size.tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 1118x1575mm' (44x62in')- Type,H; Positive Design Pressure (DP) = 2400Pa 50psQ; Negative Design Pressure (DP) = 2400Pa 50psQ: Water Penetration Resistance Test' Pressure = 36QPa:.(7.52ps0, 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/12013 5/1/2017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psQ; DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7/12013 5/12017 E-1886.05 1016xl829mmm (40x72in) - Type H: DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1219mm 1829mm C9979.01-109-07 9/242013 7/2212017 1219x1829mm (48x72in}H; DP+30/-30; Water Pen. RsisL Test Pressure = 360Pa 7.52psQ 440-H-025.50 2.901/4901 101/1.S.2/A440-08 Class,LC-PG50; Size Tested 965mm 1880mm D7075.01-109-47 1/142014 21242017 965mm x 1880mm ' (38 x 74in') TyWH; 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 3/52014 2/20/2018 psi 440-H-025.53 2901/4901 Impact TAS 201/2021203-94 DP & Cycle Pressure +50/-50 38in 62in NCTL-110-16675-1 3/52014 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 12/122017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 r- - WINDOW 8 DOOR L I ~UFACTURERSASsmiAT1ON Hallmark® Certificate of "S, INC. LLWnith-c ,,WDMA Conformance and License CCL lit"°m`° S,,'"`" Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.2/A440.11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 3/5/2014 12/12/2017 965 x 1575mm (-38 x 62 in.)' Type-H 440-H-025.59 2901/4901 Impact ASTM E-1996 121ASTM DP +50/-50 psf, Missile D, 1321 mm 1854mm NCTL-110-16675-2 3/5/2014 2120/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 12/ASTM DP +50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675.2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/2901-4901 Single Hung Window 101/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 psf; Water Test Press 150Pa (3.13psQ 440-H-025.62 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321 mm 1829mm D9957.01-109-47 10/9/2014 8/6/2018 1321 mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-025.63 2900-4900 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 psf; 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 D9964.01-109-47 1/29/2015 8/4/2024 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-025.65 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG35; Size Tested 965mm, 1956mm D9964.01-109-47 1/29/2015 814/2024 965mm x 1956mm (38 x 77)' Type-H; DP +35/-35 psf; 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 3116/2015 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 440-H-025.67 29004900 Series/2901/4901 Single Hung 10111.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3116/2015 7/2/2024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; 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 psf; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 jj WINDOW R DOOR L_J MANUFACTURERS ASSOCIATION 1 1 WD M A Hallmark® Certificate of ,% Conformance and License (CCL) ' Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. ym.Inc. "` Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 29004900 Sedes/29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109.47-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf, Water Test Press 360Pa (7.52psQ 440•H-025.70 29004900129014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested 1118mm 1575mm E9219.01-10947 1/15/2016 2/8/2026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-109-47 12/28/2012 8/9/2016 2032x2134mm (80x84 in}H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2286mm 1880mm C4709.01-109-47 1/31/2013 12/13/2016 2286x1880 mm(90x74 in}H 440-H-027.21 2900/4900 101/I.S.2/A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109.47 9/24/2013 7/24/2017 1829x2134mm• (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-027.22 2902/4902 101/I.S.2/A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9/24/2013 7/22/2017 1994x1524mm• (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-027.23 2902/4902 Twin Single Hung Window 101/I.S.2/A440.11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-10947 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-027.24 2902/4902 Twin Single Hung Window 10111.S.2/A440.11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109-47 2JS12014 9/19/2017 1918mm x 1575mm (76)t62in) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 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 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H; DP +35/-35 psf; Water Test Press 260Pa 5.43psQ, WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW 8 DOORMMANUFACTURERS ASSOCIATION Hallmark® Certificate of IOWDMAConformance and License CCL lit Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. A°m`°isn``""'°aS`mw" systms. lm. 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 psf; Water Test Press 180Pa (3.76psQ 440-H-027.28 2900490012902-4902 Twin Single Hung 101/I.S.2JA440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-109-47 5112/2015 5J27/2025 2032mm x 1880mm (80 x 74)' Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-027.29 29004900 Series/29024902 Twin Single Hung 101/I.S.2/A440-11 ClaseR-PG25; Size Tested 1918mm, 1956mm E7244.01-109.47 8/6/2015 9/8/2025 1918mm x 1956mm (76 x 77)' Type-H; DP +25/-25 psf;,Water, Test Press1SOPa (3.76psQ, 440-H-027.30 29004900 Series/290249D2 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-10947 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psl; Water Test Press 360Pa (7.52psQ 440-H-027.31 2900-4900/29024902 Twin SH 101/I.S.2/A44D-11 Class R-PG50; Size Tested 1918mm 1829mm E9220.01-109-47 1/15/2016 1/27/2026 1918mm x 1829mm (76 z 72)' Type=H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 44D-H-027.32 29004900129024902 Twin SH (Finless) 101/I.S.21A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109-47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.33 29004900129024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-10947 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +3000 psf; 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 2737x1575mm (108x62in}H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900170 Series 101/I.S.2/A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-109.47 2/19/2013 1/17/2017 2718x1575mm•(107x62in'-H 440-H-028.18 2903/4903 Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109-47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 WINDOW 8 DOOR MANUFACTURERS ASSOCIATION IOWDMAConformance Hallmark® Certificate of and License CCL Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. A°m`°`=°a```Y'"'°`m`°` systems, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440•H-028.19' 29004900 Series2903-4903 101/I.S.21A440-11 Class R-PG50: Size Tested 2737mm 1829mm C0329.01-10947 11/7/2014 2/212018 2737mm x 1829mm (108 x 72) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 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 4/102015 4/142025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 440-H-028.21 2900/4900170-2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG25: Size Tested 2737mm' 2134mm E7250.01-109-47 8/21/2015 10/14/2025' 2737mm x 2134mm (108 x 84) Type-H; DP+25/-25 psf;Water Test Press 180Pa (3..76psQ 440-H-028.22 29004900/2903-4903 Triple Single Hung 101/I.S.2/A440.11 Class R-PG30; Size Tested 2737mm 1575mm E9222.01-109-47 2/42016 2/162026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psl; 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 12282012 9152016 1219x2134 mm (48x84 in}H 440-H-029.07 49002900170 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/312013 5/12017 1118x1524mm' (44x60'in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-029.08 29004900MO74907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-10947 3/32015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109.47 1/142014 11/12/2017 2032 x 1575mm (80 x 62in}H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psQ 440-H-030.16 2907TR/4907TR Series 101/I.S.21A440.11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109-47 3/262014 516/2018 2718 x 1880mm (-107 x 74 In.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440.11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-109.47 3/262014 3/232018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 MKWINDOW R DOOR I MANUFACTURERS ASSOCIATION Hallmark® Certificate of41411y< AMg, INC. 11WDMA Conformance and License (CCL) Admro System magemenr sysc.,, Inc. Silver Line Building Products Mfr 1D: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 101/I.S.2/A440-11 440-H-089.01 5500/5540Transom (Specimen 1) 101/I.S.2/A440-11 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. Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT, DP +35/-35 psh Water Test Press 260Pa 5.43psf) Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf; Water Test Press 260Pa 5.43psQ By: 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109.47 IrK_ 1 John McFee, VP 11/23/2015 4/27/2025 11 /23/2015 4/27/2025 Programs, TITAM Hallmark By. &14 Rhonda Schor--, Authorized Representative, AMS f Program Sponsor: Window and Door Manufacturers Assoc 330 N. Wabash Avenue, Suite 2000 Chicago, IL 60611 TEL (312)673-4828 www.wdma.00m Program Administrator. Administrative Management Systems, Inc. PO Box 730. 205 West Main Sackets Harbor, NY 13685 TEL (315)616-2234 staff@amseert.com WD-20 10114109 Friday, May 13, 2016 Page 26 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@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# 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. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/ 15/2015 Contents: Evaluation Report Pages 1 — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17 -05'00' 0111t1i111'r1l F• 7 0 Z' U ttft Hermes F. orero, P.E. Florida No. 73778 BUILDING DROPS A\\)\ A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL1971S 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 51^ Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 5" Edition Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5`h Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWO002 require further engineering analysis by a licensed engineer or registered architect. S. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 FL#: FL19715 Date: 12/15/2015 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 E5612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 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#: FL1971S 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. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 4:282017 Florida Building Code Online a3f [' .;; {`!t' i '. Y .`: i'jO ••• J , .•r-••'. +. I " .: i r i i t` • . - .r Nia%,bm ' III`::. • - µ,fi, ',4 r. t•: ,y l' ;. ; •"i :'''1 , r.'.:•, ,_•r':<. `' '• .••/Yt,%,;..,.. ` 1 AIL. , ey;-• ; ti. • {'',.ao .. 1. ', ,d.e,. '-_:..; : '. .a ;t: ,. 0 a.$dy '. .•[. :1 •r,' •• ,,:..-:.' r), 5 L•,• A j! -..`.' . .i . `• •... • _ -;' .. - s •a .` :. • i a - d f 7.,•''e"-e;iS,}': i;1;a,.°: .P: 1::• i, t,t :+su,'i-••I), -..'C: •'?. ,t%i :'' :(, 't,..-' f..-.'0!''•: .. ..,, eCIS Home I Log In User Registration Ho[ Topics ; Submit Surcharge scats 6 Facts Publications FaC Stall SCIS Site Map Links Search b 1 4 ; Product Approval USER: public User Proaua Aooroval Menu > p[oAuR ar Aoollcatlon ) r search > Anollction List > Application Detail FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived t Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcolislnc.com Authorized Signature Gareth Rahman grahmanoaluminumcollsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcollslnc.com Quality Assurance Representative Address/Phone/Emal I Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered 'Architect or a Licensed Florida Peofesslonal Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality. Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALC15001 Evaluation Report 2014 FBC 04 T4 Sofflts: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.orglpr/pr app dN.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsXSGEO°lo2f1CXzYpyxA%3d%3d 1/2 UYpr9A47 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 08/27/201S Date Validated 08/28/201S Date Pending FBC Approval 09/04/201S Date Approved 10/16/2015 Date Revised 04/05/2017 Summary of Products. _ _ ` * .•SLTi—Irl FL At Model; Number or. Name Description- 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R3 if ALClSO01 Evaluation Report 2014 FBC 04 T4 Soffits.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Parry: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R3 AE ALC1S001 Evaluation Report 2014 FBC 04 T4 Sofflts.pdf Created by Independent Third Party: Yes Haq I Contact Us :: 26pt Blair Stone Road. Tallahassee FL 32399 Phone: OS0.487-1824 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. tf you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139S. *Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, 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 4S5, F.S., please dick here . Product Approval Accepts: L Credit Card Sate. httpsJ/www.floridatxdlding.orglpr/pr app dtl.alspxlparam=wGEVXUNtOquk24AUC%2fEHMrNrkL4bysALEZSXMjsXSGEOg/o2f1CXzYpyxAa/g3d%3d 2/2 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE Sr" 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 Technologles (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by,the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3I8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3I8" J-Channel Preformed nbminal 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 Stale 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 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? AMA for the 'full vent' configuration and 11.1 in2/lin.ft and for the'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit 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 State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 50 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 011%Jt6rrrrrir iaYR. P 2015.08.27G,P E iv R Fs , .. No 74021 07:05:0.0 STATE OF Cl: 04' 00' O • <v nc•''.4 O R 1 Q'•.N:` Zachary R. Priest, P.E. SS '' • • • • •'' r10 Florida Registration No. 74021 4NA110t Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, not will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved In the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C —Design Wind Loads(4.pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEK 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 LIMrTATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit— 44nch o.c. Fastener Fastener Fastener Fastener Location Lotion Location Location c. 16' Q4 Soffit —16-inch o.c. Fastener Fastener Location L o lion 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. Fnzam y CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Lnmlinn lf- Fastener Fastener Location l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 124nch Overhang with J-Channel 16F-f/ Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 16inch 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 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head die, nail. One (1) min. 3/8 x 3/8-inch One (1) min.1 3/44nch long x 0.072-Inch die. x min. 3/16- 12F-1 164nch Wood min. 1.25-inch embedment -spaced Wood crown staple spaced 164nch inch head die. trim nail 140.0 24-inch o.c. o.c. spaced 36-Inch o.c. Max Three (3) min. 3f44nch x 1/4-inch One (1) min 3/4-inch x 1/flinch One (1) min.1 3/44nch long x 0.0724nch die. x min. 1/flinch 4812F-2 164nch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. head die. trip nail spaced 48. 64.2spaced24ancho.c. and securing each panel lap inch o.c. Max One (1)14 ga. 5/B Inch long T nail One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/44nch long x 0.072-inch die. x min. 1/44nch 4812F-3 164nch Masonry spaced 8-inch o.c. W crown staple spaced 8-inch o.c. head die. 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 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 specificallyaddressed 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 Attachment panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- Inch x 1/4-Inch crown One (1) min. #8 x 1/24nch One (1) min 3144nch x One (1) min. 1 3144nch long x 12J-1 Max' Wood staples in diamond long x head diameter Wood 1/44nch crown staple inch dia. x min. inch 4. 16 inch pattern spaced 24- spacedgrewspaced 16 inch spaced 84nch oxc. head spacedheaddia. trip nail spaced 4& 64.2 inch o.c.connecting nnsoffitt0Jhannel Inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel' MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 16F-1 Max Masonry One (1) 14 ga.•5/8-inch long T nail Wood 1-inch leg staples spaced max 0.072-inch diameter finishing nag with min. 3/16- 553.312-inch spaced max. 8-inch o.c 4-inch o.c. and securing each inch head spaced panel lap 12-Inch o.c. Three (3)18 ga.1/44nch crown x 1- One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 Max 12 inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced max 4 inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 164nch o.c. panel lap inch head spaced 12-Inch o.c. Max One (1) 3/84nchhead dia. nail, min. One (1) min 31&inch x 3/&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 3116-inch head dia. trim nail 25.6 Inch o.c. o a spaced 364nch o.c. Max. Three (3) min. 3/4-inch x 1/44nch One (1) min V4-Inch x 1/4-inch One (1) min. 1 3144nch long x 0.0724nch dia. x min. 1/4- 2716F 164nch Wood crown staples in diamond pattern spaced 24-inch o.c. Wood crown staple spaced 84nch o.c. inch head dia. trip nail 36.1 spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel 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. Merry 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- 143.3 164nch spaced 84nch o.c. inch.o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3)18 gaA/flinch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 164nch 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- 243.3 spaced 164nch o.c. panel lap inch head spaced 164nch 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 Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3144nch 16J-1 Max. Wood sown staples in diamond pattern Wood One (1) min 3144nch x 1144nch long x 0.072-inch dia. x 23.5 16-inch spaced 24-inch o.c. crown crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 41.4 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. IN CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Ap roved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psi) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal Ix2 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 ga1/4- One ( 1) min. 1.754nch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 1-.inch 0.072-inch diameter 24F- 1 12- inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern Inch x 7d ring One ( 1) min. 1.75-inch inch o.c. 3116- inch head spaced spaced 164rich o.c shank nail x 0.0724nch diameter 12-inch o.c. 24- Inch o.c. finishing nail with min. 3/ 16-inch head spaced 44nch O.C. One ( 1)18 ga.1/4-Inch crown x 1-inch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One ( 1) min. 1.75-inch x Max inch inch x 11 ga. anchored to each panel lap crown x 1-inch 0. 0724nch diameter 0/ 24F- 2 12- Inch smooth shank rafter with one Wood ples spaced 8- legstaplesfinishing nail with min. 76' 6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch Inch o.c 3/ 16-inch head spaced 16- inch o.c. inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 164nch head spaced 44nch 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. 0724nch diameter 801 24F- 3 12- inch Masonry inch long T nail ratter with one WOOd g staples sp leaced8• spacedfinishing nail with min. 76 B spaced 8-lnch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch 3/ 164nch head spaced inch ring shank x 0.0724nch diameter 12-inch o.c. nag 24-inch o.c. finishing nail with min. 31164nch head spaced 44nch o.c. ALC15001 F1.12194-113 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 14rich leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 12-inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F4 164nch Wood leg staples in 1) min 2.25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and securing 31164nch head spaced spaced 164nch o.c shank nail x 0.072-inch diameter each panel lap 16-inch o.c. 24-inch o.c finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 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. 80/-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 0.072-inch diameter each panel lap 16•inch o.c. nail 244nch o.c. finishing nail with min. 3116-Inch head spaced 4-inch o.c. One (1)18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 124nch 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 164nch 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 44nch o.c. ALC15001 FL121S4-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall nofdy 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•2"nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) min. 2.254nch x 7d One (1) 18 ga.1l4 InchNominal1x2 ring shank nail crown x 1 neh leg No.2 SYP anchored to Three (3) 18 ga.1/4-inch crown straight -nailed through the ratter into the end staples spaced 124nch o.c. securing One (1) 18 ga.'/.- One (1) min. 1.75-inch 24J-1 Max. rafter with one x 1-inch leg of the batten or two (2) l leachpanele Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 26012-inch 1 min. 2.25- Inch x 7d ring staples in diamond pattern spaced 16- min. 2.2Sinch x 7d ring shank nails toe One t min. 1.75-loch leg staples spaced 8-inch o.c. 3/16-Inch head spaced shank nail inch O.C. nailed on either side o1 x 0.072 nch diameter finishing nail with min. 12-inch O.C. 244nch o.c. the batten at each battert/rafter 31164nch head spaced Intersection. Max. 4-inch o.c rafter spacing Is 244nch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.254nch x 7d One (1)18 ga.1l44nchNominal1x2 rug shank nail crown x 14nch leg No.2 SYP anchored to Three (3)18 ga.1/4-inch crown straight-nalied through the rafter Into the and staples spaced 124nch o.c. securing One (1)18 ga. %_ inch crown x 1-inch One (1) min. 1.75-inch 24J-2 Max rafter with one x 14rich leg of the batten or two (2) each panel lap Wood leg staples spaced x 0.0.72-inch diameter finishing nail with min. 53.3164nch1min. 2.25- inch x 7d ring staples in diamondP pattern spaced 16 min. 2.25•lnch x 7d• ring shank nails toe- One (1) min. 1.754nch and8inch eachsecuringeach panel 3/16-inch head s Paced shank nail inch O.C. nailed on either side of x 0.0724nch diameter finishing nail with min. lap 164nch o.c. 24-Inch O.C. the batten at each battentrafter 31164nch head spaced Intersection. Max. flinch o.c rafter spacing Is 244nch o.c. ALCIS001 FL12194-R3 I 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 APPRovEn Sys7EMs section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail 12F-1 & 12F-3 Min. 2/8• head dia. nail with min. 1;:' angagemanWor wood iubstratay car min. 0.0971 die. T•na11 cr otub niil with min. 5!8- angagementi!or concrete or ld.xk eobstratu). rpacc.1 as netud above. ASCIA SLIP BOARD ASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wccd Concrata or 6l,--Y a FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 1.6" O.C. PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALCIS001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 Lj If EM ; SOFFIT STAPLE OPEN 3/4- X 1/4• ; DIAMOND PATTERN D TAILjLCROW, STAPLES ; USING A DIM D D PATTERN FACIA BOARD I` FASCIA CAP 12F-2 3/4- X 1/4- CROWNJMMLFACIA BOARD 8' 1 STAPLE ON CENTER 1-3/4' TRIM NAIL P CHANNEL CAN BE PAINTED S.S. 48" FASCW CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4- X 1/4- DOWN CROWN STAPLE SOFFIT- max • 12 -inch span SOFFIT SUBSTRATE SOFFIT & FASCIAIrDETAIL ALCI5001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER U,K, ; SOFFIT STAPLE O1ST DIAMOND PATTERN DETAILjL20VFACIABOARO A Wrv I 3/4' X 1/4- CROWN STAPLE -24- jTRtMMNL ON CENTER USING A OIAMOND PATTERN FASCIA GAP 12J-13/4- X 1/4- CROWNFACIA BOARD STAPLE V ON CENTER 1— CHANNEL Pacrered1-3/4- TRIM NAIL) to soffitpAINTEOichoneti) 48 x S.S. 48- FASCIA CAP 1/2" x 3/8' bend O.C. diameter ^.crew, 3/4- X 1/4- 16" o.c. CROWN STAPLE SOFFIT—rax. 12-incb span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-113 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAIL BOARDFASOA PAINTED SS I FASCIA CAP I soon CROMN STAPLEOPENRAFTRAFTERYi, FASCN BOARD uv,eta+:r 16F-1 SOFFIT & FASCIA W 6F-5 DETAIL FASCIA CAP. REFER TO SOFFIT & FASCIA f- CHANNEL DETAIL SOFFIT. MAX 16' SPAY MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation. recommended use, or other product attributes that are not specifically addressed herein. IRWIN CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/4" head dia. nail with min. 11(" engaaemont(for wood eubztrate) or min. 0.0971 dia. T-nail or stub nail with min. 5/3" engagement for cpncrere or block substrate), spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, Concrete or Block Wall STAPLE SOFFIT TOzFASCIABOARD #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 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 t/a• II DDIIATM O ND PATTERN ice'—' CROWN STAPLES 1 1 USING A DIAN' ONO -+J — t 4I PATTERN FACIA BOARD i FASCIA CAP 16F-4 3/4• X 1/4• CROWN FACIA BOARD 8. 1-3/4- TRIM NAIL STAPLE ON CENTER 1 TRIM NAIL PAINTED S.S. T--r NEL CAN BE PAINTED S.S. 48• PAINTED FASCIA GIPINSTALLEDWITHTHEO.C. HAIUNG FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT -max. 16-11nch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA_ DETAIL ALClSO01 FL12194-113 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 It TRUI NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP I SOFFIT r4* CROWN STAPLE OPEN RAFTER FASCIA BOARD 1-41 CROWN STAPLES SOFFIT FASCIA USD1G A DIAMOND RPATTERN: EFER TO DETAIL 16F-2 & SOFFIT STAPLE 16F-6 DIAMOND PATTEAN DETAIL FASCIA REFER TO SOFFITIT t FASCIA F• CHANNEL DETAIL 6- 3/8 SOFFIT; MAX. U' SPAN MOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-113 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. EMW ECREEKTECHNICALSERVICES. LLC 16J-1 No. I 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' D.C. SOFFIT -max. 16-inch span ALUMINUM COILS, INC Soffits Appendix B n,KTWM , SOFFIT STAPLE 1 ' DIAMOND PATTERN FACIA BDETAIL vr rtrvm sr rtts / FASCIA CAP 3/ 4' X 1/4' CROWN FACIA BOARD STAPLE ' B' ON CENTER 1AS.S. PFASCIA CAP 3/ 4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 11, TRW NAILtFASCIA BOARD PADrTED S. r;CROWN FASCIA CAP STAP ES SOFHT USING A DIAMOND PATTERN. REFER t0 rj' omt STAPLE SOFFIT STAPLE DIAMWO PATTERN OETA& T t' TRW NAIL FASCIA BOARD PADMD S.S. SOFFIT & FASCIA DETAIL 24F-1 8 24F4 rat' CRDwN STAPLE FASCIA CAP; REFER TD ALL S FASCIA / \ DEfALL _ SYP Batten Armhorea to SOFFIT; MAX 2C Ih I L 3l8j F-CMANNEL allarslRallan vdh ana 70 I Rig ShaaA MAI at a"q Rape I M000 SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This 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' 1RM NAIL FASCIA SOARO t PAEe1ED S.S. 1.4' SNOOTN SNAhK FASCIA CAP ROOF NAILS SOFWT CROWN STAPLE it, TRIM NAIL FASCIA ROARO PANTED SS. SOFFIT & FASCIA 24F-2 & OETAII 24F-5 1'rr CROWN STAPLE FASCIA CAP: REFER 10 SOFFIT t FASCIA DEtAIL cam1'aY S` P Beta Andwred to SOFFIT; MAX 24' F-MMEL Mien rilh one Id Rmq ShW4 Nad a) eery Ratter MOOD SUDSIRATE 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 Servlces, 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 B System No. Installation Detail I e 101t1 NAIL I FASCIA BOARD PAINTED S.S. t4GA ( T-NAILS 4 SOFnt I FASCIA [AP1 1 I'al' CROWN STAPLE t I I' TALI NAIL FASfJA BOARD PAWED S.S. SOFFIT L FASCIA DETAIL 24F-3 & r 24F-6 rq- CROWN STAPLE FASCIA LAP; REFER t0 SOFFIT & FASCIA DETAIL Nemintt rat -VP Barren Anehortd to SOFFIT, MAX. IV F-CNAN.m Rafters Qh one 1d Rioq Shank Nan at enry Ralter MASONRY ALCI5001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FIM CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail It TRIM MAR FASCA BOARD PAINTED SS. N!' CROVN STAPLES FASCIA CAP USING A DIAMOND SOFRT PATTERN. REFER TO CANTILEVERED rq, CROWN STAPLE SOFFn STAPLE RAFTER DIAMOND PATTERN OCTAL FASCIA BOARD SOFFIT FASCIA T NALPAaiEDss. DETAIL 24J-1 & rAf- CROWN STAPLE 24J-2 M I I Z;;:j — — FASCIA CAP; AUER TO SOFFIT t FASCIA Nona.: I' A T Sfp Deem c.oDeC bebmn mad SofAT; MAX. il' 1 I 3/8 1-(NANNEL 1)70conTO Iinp IIsrmkspankIaitlsLmOM110f1eDo3-0 IthcougnCieMMIMDtheenc WOOD SUBSTRATE of the Mtenortrio (2)TO I# V spank nab W"a.ea an edhes ebe of f behem at the baJannaf of intaneatlon 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 ALUMINUM COILS, INC soffits TECHNICAL SERVICES, LLC Appendix C DESIGN WIND LOADS The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C. and D shall be as defined In section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 1W or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. Vst 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. ALCIS001 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits. Appendix C Design Wind, Pressures for Soffits in Exposure B Building Type :. Zone . - Mean, Roof Height ft Basic Wind Speed, fn h 120' 1,3U . 140 I50 160 170 180 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1' Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 1 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 1 13.1 1 15.4 17.8 1 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 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 attnbutes that are not specifically addressed herein. CREEK. TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure C. . Building Type Zone. Mean : Roof Height ft Basic Wind Speed Mph). 120. 13t) ' 140 150 160 170 18p 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 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 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 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 1 20.5 1 23.7 1 27.2 31.0 35.0 1 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This eValuation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n•W.ind Pressures for Soffits in Exposure D' ' Building ; Type . Zone Mean Roof Wtitn Basic.Wind Speed m 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 77.5 86.4 95.7 40 36. 2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37. 7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38. 9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16. 7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17. 3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17. 9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18. 8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19. 6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20. 2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16. 7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17. 3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17. 9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18. 8 22.1 25.6 29.4 33:4 37.8 423 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 ALC15001 F1. 12194-113 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 318" F-Channel 3/8" 3/4- 318" J-Channel ISOMETRIC VIEW 3/F PROFILE ISOMETRIC VIEW 3/F 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 7/8" 1/8" HEM 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit 18' BLANK 3 / 8 PROFILE 2.625 Rif. 50 71r. 25 7YP. 0.125 T P. 01DaaD0 0DDDD 1 0 D a D 0 0 DD000 000DD0 00000 Mnf 1hMG PAMRN ffbil SrAF1 OALVM fO.-th" n SWE DMCWW AS RW) 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 ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 7/8" 3 1/8" 7/8" 1 3 1/8" S/16" 1/2" 1/2" 1/2" 1/2" 3/4" 1/8" 1/8" 3/8" 13.75" BLANK 3/8" PROFILE 2.625.Rs'T. 5D TP. 25 irP. 125 M. DDDDD DDDDD DDDDDD DDDDD DDDDDD- DDDDD WME N" PATMW M111 Uy n iUXNM FDMQ.D M SWE DREMON As 'PoW 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. CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 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 Entity Report No. Standard Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 LIMITATIONS Year 1986 1986 1986 1986 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 Ioad 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 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 Paoe 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 TECHNICAL SERVICES, LLC PROOUCT 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.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 10_E+aum¢ ie• enrrtn vFur .n w. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.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 State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Sorvicos, 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 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PRY R. p 2015.08.27 No 74021 0 / :05:00 STATE OF / 04'00' O'• <v . Zachary R. Priest, P.E. Florida A' Organization e21 No. AN0641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A— Approved Systems (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001 FL12194-R3 Page 3 of 3 This evaluation report is provided for 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 LimrrATioNs 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 Lotion Location Location 4 Lotion r c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A d. 16- Q4 Soffit— 84nch o.c. Fastener Fastener Fastener Lnr?tion Location Location I 1 1 Approved System Numbers and Definitions 12F-# Approved Systems for 12-Inch Overhang with F-Channel 12J Approved Systems for 12-Inch Overhang with J-Channel 16F-# Approved Systems for 164nchOverhan with F-Channel iWA 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 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 Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 318 x 3/8-inch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1.254nch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16- 340.0 24-inch o.c. O.C. inch head dia. trim nail spaced 36-inch o.c. Max Three (3) min. 3/4-inch x 1/4-Inch One (1) min 314inch x 1/44nch One (1) min. 1 3/44nch long x 12F-2 16inch Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. 0.072-inch dia. x min. 1/4-inch 48 spaced 24-Inch o.c. and securing each panel lap head dla. trip nail spaced'48- 64.2 inch o.c. 12F-3 Max Masonry One (1) 14 ga. 5/6-inch long T nail Wood One (1) min 314-Inch x 1144nch One (1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/44nch 48 16 inch spaced 8-inc8-inch o.c. crown staple spaced 84nch o.c. head dia. trip nail spaced 48- 64.2andsecuringeachpanellapIncho.c. ALC15001 FL12194-R3 Page 2of7 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 attnbutes 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 1/4-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 head diameter W 1/4-inch crown staple O dia. x min. inch 4. 16 inch pattern spaced 24- screw spaced 164nchspaced spaced 8-inch o.c.. dichheaddia. trip nail spaced 48headspaced 64 2 inch o.c. finconnectingsoffittoJhannel Inch o.c. Approved Systems.for 164nch overhang with F-Channel Wail Cdnnection Eave Connection System Panel MDP No. Width psi) 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 0.0724nch diameter 16F-1 Max. Masonry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced max. finishing nail with min. 3/16- t53.3 124nch spaced max. 6-inch o.c. flinch 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. 1.754nch x Max Three (3)18 ga.114inch crown x 1- 1-Inch leg staples spaced max 0.072-inch diameter 16F-2 124nch, Wood inch leg staples in diamond pattern Wood 4anch o.c. and securing each finishing nail with min. 3/16- 153.3 spaced 164nch o.c. panel lap inch head spaced 124nch o.c. Max One (1) 3/8-inchhead dia. nail. min. One (1) min 3/84nch x 3/8-Inch One (1) min. 1 3/44nch long x 0072 inch dia. x min16F-3 16-inch Wood 1.25-inch embedment spaced 24 Wood crown staple spaced 16-inch 3/164nch head dia. trim nail t25.6 inch o.c O.C. spaced 36-inch o.c. Three (3) min. 3/44nch x 1/44nch One (1) min. 1 3/4-Inch long 16F 4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/44nch x 0.072-inch dia. x min. 1/4- 27 164nch spaced 24-inch•o.c. crown staple spaced 8-Inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1)14 ga. 5184nch long T nail WOod 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3116- 543.3 16-Inch spaced 8-inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. Three (3) 18 ga. 1/4-Inch crown x 1- One (1)18 ga. 114-inch crown x One (1) min. 1.75-Inch x 0.072-inch diameter 16F-6 Max. 16 inch Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch o.c. and securing each finishing nall with min. 3116- 243.3 spaced 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 psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/44nch x 1/4-inch One (1) min. 1 3/4-inch 16J•1 Max Wood crown staples diamond pattern Wood One (1) min 3/4-inch x 1/44nch long x 0.072-inch dia. x 23.5 164nch spaced 24 nch o.c. Crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 484nch o.c. ALC15001 F1.12194-113 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. MCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 14nch 0.072-inch diameter 24F-1 124nch 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. 1.75-inch inch o.c. 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 244nch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown is 14nch leg Nominal 1x2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 114- 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 801 24F-2 12-inch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 76 8 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. 3/164nch head spaced 164nch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 12-Inch o.c. securing One ( rows ga. 1/4 One (1) min. 1.75-inch x Max One 1 14 a. 5/8- g anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80124F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 76 6 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/164nch head spaced inch ring shank x 0.0724nch diameter 12-Inch o.c. nail 24-Inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. ALClSO01 FL121944R3 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 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-Inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4• anchored to 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max inch crown xinc1 h rafter with one each panel lap inch crown x 1 inch 0.072-inch diameter 24F-4 16 inch Wood leg staples in min. Wood leg staples spaced 8- finishing nail with min. 801.60 diamond pattern In nx 7d ring ringOne ( 1) min. 1.754nch inch o.c. and securing 3/164nch head spaced spaced 16-inch o.c. pshank nail x 0.0724nch diameter each panel lap 164nch o.c. 24- inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1)18 ga.1/4-inch crown x 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 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 16- inch o.c. inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24-inch o.c. fnishing 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 84nch o.c. 1) Td x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/164nch 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 4- inch o.c. ALC15001 FL112194•113 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61020.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this repon is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. EwIMCREED 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 psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.2SInch x 7d One (1) 18 ga.t/flinch Nominal 1x2 ring shank nail crown x 1-inch leg No. 2 SYP anchored to Three ( 3) 18 9 a.1/4-inch crown strai ht-nailed through gu9the racier Into the end staples spaced 124nch o.c. searing One 1 18 a. Y4 9One ( 1) min. 1.754nch 24J- 1 Max rafter with one x 1-inch leg of -the Often r# two (2) each panel lap Wood inch crown x 1-inch x 0.072-Inch diameter finishing nail with min. t60 124nch1) min. 2.25- staples in diamond min. 2.2SUtdt x 7d One (1) min. 1.7Sinch leg staples spaced 16-inch heads cad inch x 7d ring pattern spaced 16- ring shank nails to x 0.072dnch diameter 8-inch o.c. shank nail inch O.C. nailed on either side of finishing nail with min.12-inch 13/164nch o. c. 24- inch o.c. the batten at each ar head spaced Intersection. M Max4-inch o.c. rafter spacing Is 244nch o.c. Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) min. 225-Inch x 7d a.1/ 4-inch 1) One18 ga.1/ 1)rown Nominal1x2ring shank nail re x 1-Inch leg No. 2 SYP anchored to Three ( 3)18 ga. 1/4-inch crown straight - nailed through the rafter into the and staples spaced 124nch o.c. searing One ( 1) 18 ga. Y4- inchcrownx14nchOne 1 min. 1.75inch 24J- 2 Max rafter with one x 1-inch leg of the barren or two (2) each panel lap Wood leg staples spaced x 0.072-inch diameter finishing nail with min. t53.3 16-inch 1) min. 2.25- staples in diamond min. 22SIneh x 7d One (1) min. l.7Slnch 1) in. 8-inch o.c. and 3/16- inch heads p aced inch x7dringpatternspaced16- ring shank nails toe- nailed on either side of x nch diameter securing each panel 16 Inch o.c. shank nailincho.c. the batten at each finishing nail with min. lap 24-inch o.c. baltenrrafter 3/ 16-inch head spaced Intersection. Max. 4 inch o e railer 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 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. MCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRoven SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Kin. 3161 head d1a. nail with min. 1S:- engagamsnt(`or wood subttrate) or min. 9.097- din. T-nAll cr stub nai'1 wi-h min. 5181 engagement(for emicrete or.tla=k tubattatu). apa:od as notud abcte. ASCIA SLIP BOARD ASCIA TRIM 12F-1 S I I I II \-.F" CHANNEL \- SOFFIT OVERHANG WIDTH VARIES) 12F-3 X=d. Cincr6te or Block Wall FASCIA LIP 1/4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-113 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 STAPLEOPENRAFTER 3/4' x 1/4' DIAMOND PATTERN DETAILCROWNSTAPLESI USING A DIAMOND L V PATTERN FACIA BOARD ` i FASCIA CAP 12F-2 FACIA BOARD1 3/4' x 1/4' CROWNJS.S. 8' STAPLE ON CENTER 1-3/4' TRIM NAIL P f' CHANNEL CAN 8E PAINTED S.S. 48' INSTALLED WITH THE D.C. FASCIA CAP NAILING FLANGE UP OR x 1/4' DOWN CROWN CROWN STAPLE SOFFIT— n= • 12 - ix:ch span WOODSOFFITSOFFIT SSOFFIT & FASCIA QUAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS. INC Soffits TECHNICAL SERVICES, LLC Appendix B System No. Installation Detail. OPEN RAFTER n SOFFIT STAPLE Sr r DIAMOND PATTERN DETAILIFACIABOARD F' Erv[LI STNLfi / 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERNFASCW CAP 12J-13/4' X 1/4- CROWNFACIA STAPLE '8"ON CENTER 1— CHANNEL 80ARO 1-3/4' TRIM NAIL jTRtM"L Pocrevedto-soffitpAINTEt) oaetli 0 a S.S. 48'with CIA CAP 112' a 3i8- head O.C. diameterscrew, 3/4' X 1/4' 16, o.c. CROWN STAPLE SOfFR—[aax. 12-inch spanSI WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15DOI 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 It TRIM NAIL FASCIA BOARD PAINIfO SS. FASCIA [AP SOFFIT 1'It CROWN STAPLE OPEN RAFTER FASCIA BOARD ars lam 16F-1 SOFFIT 3 FASCIA 16F-5 DETAIL FASCIA CAPt REFER TO SOFFIT t FASCIA f CXANNEL Ou. SOfm: NAIL 16- SPAN FUSONRY SUBSTRATE ALClSO01 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C RE E K ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix B 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecifically -addressed herein. CREEK TECHNICAL SERVICES, LLC 16F-4 No. I Installation Detail 3/4' X 1/4---, CROWN STAPLES USING A DIAMOND PATTERN I F' CHANNEL -CAN BE 1-3/4- TRIM NAIL] INSTALLED WITH THE PAINTED S.S. 48- NAIUNG FLANGE UP OR O.C. DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER ," n, `, SOFFIT STAPLE 1 I ' DIAMOND PATTERN I I_1 DETAIL SIA7R PLIM FACIA BOARD FASCIA CAP 3/4- X 1/4- CROWN STAPLE '8- ON CENTER SOFFIT- max. 16-inch span 1-3/4' TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4' X 1/4' CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC No. I Installation Detail I"" PATER 16F-2 & 16F-6 DIAMO F' Sul I HIM HAIL PAIMO SS AFTER ALUMINUM COILS, INC Soffits Appendix B t- FASCIA BOARD CAP ROWN STAPLE BOARD SOFFIT & FASCIA DETAIL CAP: REFER / \ Fn t FASCIA 8_ MAX. Ir L —ZLI SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 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 otherproductattributesthatarenotspecificallyaddressedherein. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail 3/4- x 1/4- CROWN STAPLE -24- ON CENTER USING A DIMIOND PATTERN WOOD OR BLOCK SUBSTRATE 1-3/4' TRIM NNLJ PAINTED S.S. 48- O.C. SOFFIT -max: 16-inch scan ALUMINUM COILS, INC Soffits Appendix B i 3Vn, : SOFFIT STAPLE DIAMOND PATTERN FACIA BOARD j L DETAIL FASCIA CAP 3/ 4- X 1/4- CROWNJTRIMNMMLFACIA BOARD STAPLE - 8. ON CENTER 1P FASCIA GAP 3/ 4- X 1/4- CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 F1.12194-113 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 t P TRIM NAIL FASCIA BOARD PAINTED S.S. r.e CROWN STAPLES FASCIA CAP OStNG A DunOND SOFF13— iPATHAN: REFER to r-iE?oxN stAPLE SOME STAPIf OWIOtIO PATTERN OE( ALL ! I f {' TRIM NAIL FASCIA BOARD PAOnEDS.S. SOFFIT FASCIA 24F- 1 & DETAIL I 24F4 rd' CROMR STAPLE FASCIA CAP, REFER TO SOFFIT I FASCIA MAIL gee, nal r:r Sl'P 3/ ei BattenAntt:ored to SOME: IIAX It. 1 F-CHANNEL Rafters r.fh eoe 10 L Ring $ bank Nall at M000 Seery Rafter / lIBS111Aif \ SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194- R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail T TRIM MAIL FASCIA COARD PAw1[D ss. 14- SMOOTH SNANK fASCu CAP ROOF NABS SOFFIT 1-.f- CROWN STAPU: 1 1 C• 1RR1 NAIL FASCIA BOARDPAWIEDS.S. SOFFIT L FASCIA 24F-2 & DETAIL 24F-5' hg-r-t CROWN STAPLE FASCIA CAP,. REFER 10 SOFFIT 1 FASCIA DETAILNowma1•At• SYP F-CIIANNQ Salle Antbored to Ratters nIA one Td SOFFIT; MAX 74• Ring Sham Nab at eery Ratter WOOD SUBSTRATE 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. CREEK0TECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I }' TRIM mt FASCIA DUN PAINTED S.S. V.GA t' T•NAILS I FASCIA CAP SOFRT Ysj' CROWN STAPLE 11• TRW NAIL PAINTED S.S FASCL4 ODARD SOFFIT L FASCIA 24F-3 & DETAIL 24F-6 Y2' CROWN STAPLE FASCIA CAP, REFER TO SOFFIT t FASCIA DETAIL Nos" I'a2' VP F-MOSEI Batten AMAKeO to SOFFIT; MAX. 21 Ballets -Oh one Id Rkp Shank " aI enrT Ratter MASONRT I ALClS001 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 aunbutes that are not specifically addressed herein. 0 1— CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 e tRO1 NAIL FASCIA BOARD PANTED S.S. 1^' [ROMN STAPLEFASCIA CAP USNG A CIA IIO IS , SOFFIT PAt) ERII; REFER TO SOFFIT STAPLE CANTILEVERED t•e' CROMN STAPLE DIAY. ORD PATTERN RAFTER OETAr, FASCIA BOARD t f TION NAIL SOFFIT & FASCIA PAMIED SS. DETAIL 24J- 1 & ' teoMN STAPLE 24J-2 FASCIA CAP: REFER TO OETARSOFFITt FASCIA Nominal 1• r sYP Da ms enmeo bebeetn n'.en am SOFFn; IIA%. 24' 3/B 1-(NAMA'El sawed 64D oft (1) To IYID Wae " I WapMradeo — — Itrougn the mner arc the ene MOOD SUBSTRAtE Dr TIC bX. a ttvo (2) 7d 1 / AnR snaM. nep 1sa aRed on eaMi side oe DN Dann 0 U" \ Di1WTsaM MertKlian \ / SOFFIT. STAPLE DIAMOND PATTERN ALClSO01 FL12194-113 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. S. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Ka = 0.85 7. Vun is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Annendix C Desi n Wind Pressures for Soffits in Exposure B Building Type. Zone Mean-: - Roof He ht ft Basic Wind Speed mph), 120 .' 130 140 150 160 170 ' 180 . 190 200 Enclosed Negative 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 Loads) Enclosed Positive Loads) 5 4 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 20 25.3 10.8 29.6 12.7 34.4 14.7 39.5 16.9 44.9 19.2 50.7 21.7 1 -56.8 24.3 63.3 27.1 70.1 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 20 13.1 10.8 15.4 12.7 17.8 14.7 20.5 16.9 23.3 19.2 26.3 21.7 29.5 24.3 32.9 27.1 36.4 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2. 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix C Design Wind Pressures for Soffits.in Ex osute C Building Type Zone Mean Roof Hei ht ft Basic Wind Speed rrt h 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 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 29A 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 1 27.2 31.0 35.0 39.2 1 43.7 1 48.4 ALC15001 FL12194-R3 3of4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind Pressures for Soffits in: Exposure D . Building Type Zone Mean" Roof. He' i ht ft Basic Wind Speed mph) 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 1 -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 NegativeLoads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed Positive 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 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 44.1 49.1 54.4 60 20.2 1 23.7 1 27.5 31.6 35.9 40.5 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 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 318" F-Channel 3/8" 318" J-Channel 3/4" I r 1/8' HEM 3/4" 3/8' ISOMETRIC VIEW 3/E' PROFOE ISOMETRIC VIE ! 9/r PROFILE 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 1 1/8" HEM T f 1/4" 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALClS001 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 speelfically addressed herein. im CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 25 11P. 18' BLANK 3 / 8 PROFILE Ru. O DDDD D000D DODDDD DDDDD 0 DDDDD DDODO bN 11hM3 PT3 U w . Q01N MUM INSMQ NRECLD-M AS %BSj ALUMINUM COILS, INC Soffits Appendix D ALC16001 FL12194-113 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor.imply warranty, installation, recommended use, or otherProductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 1/2' 1/2` 1/2' 3/8" 13.7S" BLANK 3/8" PROFILE 2.625 W. so TIP. 25 TIP. 1123 TIP.. DDDDD DDDDD DDDDDDN D.DDOD e DDODDD DDDDD u> wrra roprao a swe anrnoa u rant ALUMINUM COILS, INC Soffits Appendix D END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that arenotspecificallyaddressedherein. 4/28/2017 Florida Building Code Online i . 1 ,_ - ___:- r• _ .. • : • .r- . ,,, ..-- . , .'cry BCIS Home I Log In I User Registration I Hot Topics I submit Surcharge I seats a Fads I Publications I FSC Staff ( SaS sue Map I Links I search I f1t18 1 WL40 '.,'.•"S• Product ApprovalrUSER: Public User S Product Aoomval Menu > Product or Anollratlon Search > Application Ugt > Application Detail R. * Application Type Code Version Application Status Comments Archived droduct Manufacturer Address/Phone/Email Authorized Signature Technical Representative y•' _'' Address/Phone/Email 4 I Quality Assurance Representative Address/Phone/Email Category A. Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL5444-RlO Revision 2014 Approved CertalnTeed Corporation -Roofing 18 Moores Road Malvern, PA 19355 610) 651-5847 mark.d. harner@saint-gobain.com Mark Harrier mark. d. harner@sai nt-gobain.com Mark D. Harrier 18 Moores Road Malvern, PA 19355 610) 6S1-5847 Mark.D.Harner@saint-gobaln.com Roof] ng Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Robert Nieminen PE-59166 UL LLC 03/09/2020 John W. Knezevlch, PE 1 Validation Checklist - Hardcopy Received FL5444 R10 Cot 2016 01 COI Nleminen.odf t Referenced Standard and Year (of Standard) Standard ASTM 03161, Class F ASTM D3462 ASTM 07158, Class H Equivalence of Product Standards Certified By Sections from the Code ham:ttwww.floridabuilding.org/pr/pr app dtl.aspx?pwam=wGEVXOwtDgtahlgO7CSsoycOrl28CcpCJ[nUeXw7ibKvlUzOW4hLBwa/oMd/o3d year 2009 2009 2008 Y 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 FL # . Model; Number or Name` Oescrlptlon 5444.1 CertalnTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FI 5444 R10 II 2016 12 FINAL ER CERTAINTEED Asohalt Shingle FLS444-R10.odf Impact Resistant: N/A Verified By: Robert Nleminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section 5 for Umits of Use Evaluation Reports FL5444 R10 AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-R10.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Pbone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accesslbllhr Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139S. -Pursuant to Section 45S. 275(t), 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 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 ere a licensee under Chapter 4S5, F.S., please click here . Product Approval Accepts: Credit Card Safe https: lAvww.floridabuilding.org/prlpr ppp dU.aspx?param=wGEVXQwtDgtahlgO7CSsoycOr128CcpCJinUeXw7ibKvlUzOW4hL8w%3de/gad 212 C`` EXTERIOR RESEARCH & DESIGN, LLC. Certff lcate of Authorization p9503 TRINITY ERD 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-924S FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3S32.09.0S-Rii 20 Moores Road FL5444-R10 Malvern, PA 193SS Date of Issuance: 09/22/200S Revision 11:12/09/2016 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. DEscRIPnow CertainTeed Asphalt Roofing Shingles. LABEUNG: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R90S.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for Inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appea ft was authorized by Robert Niernlnen, P.L on 12AB/2016. This does not serve as an eleciroNnOy signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named dent CERTIFICATION OF INOEPENOENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) ERD Is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. 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. FfFR1N1TY1 ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the Sth Edition (2014) Florida Building Code and 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 1S07.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R90S.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 17401 UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL LLC (TST 9628) UL LLC (TST 9628) UL LLC (TST 9628) UL LLC (TST 9628) UL LLC (TST 9628) UL LLC (TST 9628) UL LLC (TST 9628) UL LLC (TST 9628) UL LLC (TST 9628) UL LLC (TST 9628) UL LLC (TST 9628) UL LLC (QUA 9625) Exterior Research and Design, I.I.C. CertUkate ofAuthorization #9503 Examination ASTM D3161 ASTM D3161 ASTM D3161 ASTM D3161 ASTM D3161 ASTM 03161 ASTM 03161 ASTM D3161 ASTM D3161 ASTM D3161 ASTM D3161 ASTM D3161 ASTM D3462 ASTM D7158 ASTM D3161 & D3462 ASTM D3462 ASTM D3161 ASTM D7158 ASTM D3161 & D3462 ASTM 03161, D3462 & D7158 ASTM D3161, D3462 ASTM D7158 ASTM D3161 & 03462 ASTM D3161 & D3462 ASTM D3161, D3462 & D7158 ASTM D3161 & D3462 ASTM D3161, D3462 & D7158 ASTM D3462 ASTM D7158 ASTM D3161 Quality Control Reference 94NK9632 99NK26506 03CA12702 03CA12702 03NK29847 04CA11329 04CA32986 OSNK07049 OSNK16778 05CA16778 05NK14836 05NK22800 R684 OSNK08037 09CA28873 10CA41303 IOCA41303 10CA41303 10CA44960 13CA32897 TFWZ. R684 TGAH. R684 4786334434 4786570826 4786570717 4787195678 47873803S6 4787380357 4787380357 4787380357 Service Confirmation FOC NON-HVHZ EVALUATION Date 05/ 15/1998 11/ 23/1999 05/ 27/2003 06/ 16/2003 10/ 03/2003 OS/ 24/2004 12/ 03/2004 04/ 15/200S 05/ 12/2005 05/ 12/2005 05/ 22/2005 06/ 22/2005 09/ 21/2005 06/ 28/2006 07/ 23/2009 10/ 07/2010 10/ 08/2010 10/ 27/2010 11/ 11/2010 11/ 21/2013 04/ 22/2014 04/ 22/2014 09/ 16/2014 02/ 12/2015 12/ 16/2015 02/ 09/2016 10/ 26/2016 10/ 13/2016 11/ 08/2016 11/ 09/2016 Exp. 07/03/2017 Evaluation Report 3532.09.05-1111 FLS444- R10 Revision 11:12/09/2016 Page 2 of 12 J RINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20TM', XT'" 2S, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia", Belmont'", Carriage House Shangle*, Grand Manor Shangleo, Landmark'", Landmark'" IR, Landmark"Pro, Landmark" Premium, Landmark" TL, Landmark'' Solaris and Landmark'" Solarls IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate"4 Is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'"", Presidential Shake'" IR, Presidential Shake TV" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'"', Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced In AR (algae resistant) versions. S. LIMITATIONS: S.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. S.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 for fire ratings of this product. 5.4 Wind Classification: SAA All shingles noted herein are Classified in accordance with FBC Tables iS07.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM 071S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to VeSd = 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 Vad =150 mph (V„u =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 D71S8 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 (FT) at a maximum design wind speed Of V,,a = ISO mph (Vun = 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. S.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, U.C. Ce"Iftcote of Authorkadon p9SO3 F8C NON-HVHZ EVALUATION Evaluation Report 3532.09.OS-Ril FLS44"10 Revision 11:12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 6.4.1.1 1 TRINITI((ERD Roof deck, slope, underlayment and fasteners shall comply with FBC iS07.2 / R90S.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published Instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1S07.2.6 or R90S.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, Xr" 30 IR: ENGLISH 12" 121, 12" 305 mm) (305 mm) (305 mm) it"(25mm) _plant 1"(25mrti)i S S/e" (145 mm) S r/1' P6M rrrood METRIC 13f/e" t3+A" 1] m)- 1•'"(2smm) hnl t' (25 6 rA" T ftwo 11.3: l/sejournallsJbrer ryfull rbhrgla STEEP SLOPE Use four nails and sir spots of asphalt roofing cement* for every full shingle (Flgum 11-4). Asphalt roofing cement af&ling ASTM IA586 Type 11 Is suggested. kRooling Cement Apply 1'• (25 mm) spots of asphalt fooling cement andor each tab corner. Figruo 11-4.• Use four nails andsiv tpotr ofasph* wmml on sleep &4* CAUTION: Excessive use of roofing cement can cause shingles to blister• Hip & Ridne for CT20'", XT"' 25, Xr" 30, XT'" 30 IR: Cut Shingles 1" .IF.- -1 t -2150 mm) , ,Remwey^ 25mm1 1 12"(305m11)' 125fttm) s\ osml Cap Cap — 305 mm) . Shingle Shingle Shingle 551g shcNt Flgura 11.24:44 labs, lbar hfni bock to drake enp sbingles 1145 or No pO O\ l ingdab d1noislons sboum). Figure H.25:1nslallallon of raps along lbe kept and rldgn. For ASTM D3161, Class F performance use BASF "Sonolastic' NP11 "' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3S32.09.0S-R1I Certljleate ofAuthorization #9S03 FBC NON-HVHZ EVALUATION FLS444-R30 Revision 11:12/08/2016 Page 4 of 12 6.5 6.S.1 LOW AND STANDARD SLOPE WeRV nails for every h41 shingle Inctum its shown below. 1' t$rttln) I'I'16tmit xal LW U, fWllnFlgurv; k Vsc W.v unlls jur erwqfidl sbinglc. JTJaINITYJERD STEEP SLOPE UseSIX nails and Ftllitt spots of asphalt tmoling cement fur esvrr full sltlrtgle as shown blow. Apply' :uphill roofing commit 1'(25 ntm) from edge of shingle. Asphalt roofing c'eirma atceting,lMI D 4586 14pe if is suj gtzled. Flentr 3: /.ire sl v wits tied furrr syrurs of asphalt rvgnr(q ccnreul on sletp slapos. Hip & Ridge for Arcadia", Cedar Crest", Cedar Crest"' IR Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-Inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8- 5/8-inch up from Its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic" NP11" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % 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, U.C. CerdJlcote of AuthoNsodan 09503 FBC NON-HVH2 EVALUATION Hand -sealing adhesive 114" 4" 314" Irt— 1° Dab of asphalt cement between shingle layers 1 Evaluation Report 3S32. 09.0S-RSi FL5444-R10 Revision 11:12/ 08/2016 Page S of 12 6.6 I BELMONT"": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. tx1= r—ruse o AM,tarul tail: it rtgAed 10.01 V TRINITYIERD 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. 101.0001 6.6.1 Hip & Ridge for Belmont'": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest'"", Cedar Crest'"" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle° Ridge Figure 17-18.• S'bangle• Ridge. t 8• Exposure Remove tape from'the right side 1' g• and, fasten jr r 1 SECOND Fasten the left side 85/e• RIGHT FIRST LEFT rigure 17-19: btslallallon of3bangleO Ridge sbbigles on hips and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3S32.09.OS-Rli Certyrcate olAuthoriradon 09S03 F8C NON-HVHZ EVALUATION FLS444•RIO Revision 11:12/08/2016 Page 6 of 12 Q\,.rTfFRINITY I ERD 6.7 I CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLEO' LOW AND STANDARD SLOPE Use Rye nail:i for ererg full Shangle. i -125 rtmt) I OS mm) F- SW e " 16 mm)Lj , ) flgrerr 17-•l: ilseJlre nnfli far Nary firll'r rand Alanor Cbnnph, CanirrgelMrrse lbnngle. rn•Ccnl<!nuialSlnh: STEEP SLOPE Ilse seven asOs and three sasphalt roo ting cementcar forry fill Grand Ahmor Shingle. Ike fire nails aid three spots of wphali roofing ci menl for every full Wrlage (louse Shangle and Ccntennlsl Sime. Apply asphalt Noting rrntent 1' (2i mat) from cdgc of shingle Flgltnt 17.5). Asphall roofing ceatenl mcwUng AFN D451114 T)pe II Is suggested. 16 mm) 0 1 flgunt 17-5.• IPbrn iruhdlbrg Cnmd ,l4inorSbangln an sleep dlnpra. am seven stalls and lbrre spots ofaspeidl majing rcuaau. 6. 7.1 Hip & Ridge for Carriage House Shangle° and Grand Manor Shangle: Refer to instructions herein for Shangle® Ridge hip and ridge shingles 6. 8 LAND MARKTm LANDMARK"" IRr LANDMARK"' PRO' LANDMARKT PREMIUM, LANDMARK'.".' TL, LANDMARK`"' ISOLARIS, LANDMARK"m SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 17, I d314" 12" 1--( 305 mm --(375 mm)—r-(305 mml-'i UGiI' l+GV LMs'C+.dH11MM:: 1ti?'•Si.V..:tR.S'c?a Rely a Tape 11Id' Nailable Aica LANDMARK TL NorthGate: 1311r* 13" 13111" 1--( 343 mm)—(330 mm)— --(343 mm)•- j 1" ( 25 mm) 1" (25 mm) —I f1gnro1. 1•4:1 rJournallsjorNrr7frdlsbhi#e. WOE uAIIING I 14Y4' r AREA +- ( 305 mm) (375 mm) (305 mm) .I Mal ngUmts r( 25mm), parernag1a 1•(25mm Rating areas for low and standard dopes (bme 2:12 n 21121 Nel betom tipper & Ira,: {airs as s:xesn abmsa. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.OS-Rit Certljtcote oJAuthorlsadon #9S03 FEIC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 7 of 12 STEEP'SLOPE Use six mills :mtl four s(xas of :tsphak roofing cement for every full laminated shingle. See helow. Asphalt roofing cement should meet AS1',,1 D45861ype If. Apply 1' SIMS of asph:ih roofing cement uncle each corner and at about 12' to 13" In front each edge. METRIC DIMENSIONS 14114"—• I- 12" 305 mm) 375 man) t'o2'L:•'.'L:kl 1"{25mm) a7.•:.itT}f; u,Y:;wr-v Nail Area Release Tape For Sleep ' 25 mm)— Roolino Cement STEEP 1 12"— 305 mm) LANDMARK TL ijy— I., 9S nun, NorthGate: 12" 1"4' 305 mm)-- y—(375 in Nalin r-1'(25 mm) betweA e AO TRIMTY I ERD i Fkwei tj S: Use six naffs anAfour spots of aspbaft emffng cement on steep slopes 12' 305 rr 1`(25 mO Nailing areas for stoop slopes (greater then 21:12) and "Stom Nailing" Nail between lower 2 nag Ines as shorn above. 6.8.1 Hip & Ridge for Landmark'. Landmark'" IR. LandmarkTM' Pro, Landmark'" Premium, Landmark' TL, Landmark"" Solaris. LandmarkTM' Solarls IR, NorthGate: 6.8.1.1 Option is Shadow Ridge`" or NothGate Accessory 12' 9710' 375mm) 415/1 2 50(Jn-m—) qf5/16' 150rrim)rosowmw 125mm) I (125mm) Centering 12' \ f5mm) NotchesforAlgnmenito 1 the Top Edge of the Previous T Cap for S (125mm) Exposure LEnglish Dimension Shadow Rldge" Notch for Centertng 114' Notchesmm) tarAlipnmeat to Top Edge the Previous 15/9' of 96mm) LtheCap fo 55N(141mm)Exposure: 1 Metric Dimension Shadow Ridge - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.0S-Rii Cerdfleate of Authotriatlon a9503 FBC NON•HVH2 EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 8 of 12 0 2713Z 250 ann) 4iJ16' 1I25 corny Cerlc4112 fictch 13M\ se Y T 337m) \ ASpn tN/ n... to top T Sir cducof (104 mm) P: tws cbww NorthGate Ridge Q TRINITYJERD 131/ e" o --•( 333 mm)—r 6 5/a'-M B l>/8'-H 169 mmyl t68 mm I i C leg 131/ 4' 837 mm Notch Align theso/A' notchesto74ni edge of mm) revious oounte. i NorthGate Accessory Figure 13- 20.., Use laying notcbes to cenlar sbinglaa on lips and. Nikes, and to locate do cuffed mposwa 6.8. 1.2 For ASTM 03161, Class F performance use BASF "Sonolastic• NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8. 1.3 Option 2: Refer to instructions herein for Cedar Crest'O, Cedar CrestTM IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3S32.09.0S-R13 Cerdpcote of Authorkatlon 09903 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 9 of 12 TRINITY I ERD 6.9 PRESIDENTIAL SHAKE'—, PRESIDENTIAL SHAKE'" IR, PRESIDENTIAL SHAKE TLT",PRESIOENT14LSOLARIST": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For stoop slopes, use nine nails for each full Presidential shingle and shingle as shown below. apply 1' diameter spots of asphalt rooting cement under each shingle tab. Aft applying 5 nails in between die naWng guide lines, apply 4 nads 1 Nafing 40" above lab cutouts maldng certain tabs of overlying shingle cotter nails Guide. Lines (1016min) 1331mm) 14.1/4' 1 1 T 3e rem) (362 mm) NOTE: Apply nails on painted guideline. ftgure 164• fasterlGrgPteskknftrtl and P esldeUtd FL Sbake sblrlgles on loco and standard slopes T Villametarasphalt roofing cement t ftgurr9 16h fasten ft Pr fAviNd and PtWdentlat T/L SboAs sbtnglet on Ua* slopas 6. 9.1 Hip & Ridee for Presidential Shake'". Presidential Shake' IR. Presidential Shake TLTM. Presidential Solaris'": 6. 9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can'be used for covering hips and ridges. Apply shingles up to the ridge (expose no more than 7" from the bottom edge of the "tooth." Fasten each accessory with -two fas- teners. The fasteners'mu'st be 13/4" long or longer, so they penetrate. either 3W' into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmtngham,. AL•1s 12" x 12% Portland, OR produces 97/s' x 131/4" accessory. 6. 9.1.2 For ASTM 03161, Class F performance use BASF "Sonolastice' NPi" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertatnTeed requirements. 6. 9.1.3 Option 2: Refer to Instructions herein for Cedar Crest", Cedar Crest'" IR hip and ridge shingles. 6. 10 HATTERAST'":.._ _. LOW, STANDARD AND STEEP SLOPE: I lYal nml I i'1VFlgnre 15d: rimra/ng llnutrnsRblag/er on Low at/dUanduffISIO/A.1 For tote and sianefanl slopes, use tiro nails for each fall Ilanents slanoe as dawn abom. Exterior Research and Design, LLC. Certi/ Itate of Authortradon a9Sa3 FBC NON-HVH2 EVALUATION I.• PS etw) OVIM is. 1.1"Otho /le!!mu JN(rtn oa &fAP Voter For steep aorta, We ae halls and 41a spats of mphab ttaline ccuacud fur crh lull Il n(cuar sidnee as sham .dawn Apply I' Mount) diutatter mats of na8a1 temetn (A%TM n 458611•peIf atpeued) under rarh alb cut am Press>dtft4c tutu place do not e6pttsn Cemtal. CAUrIUN: Ton murk rtafing cmum can cuue shiotlnr to hlistrr. Evaluation Report3S32.09.0S-R11 FLS444- R10 Revision 11:12/08/2016 Page 10 of 12 fTRI NIN I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras Figure 15-14: 181brea pleas thrifts separate•lo make 54'Nattems Aewssory-shingles 6.10.1.2 Option 2: Cut Hatteras Shingles 9. 230 m I I 8:r 18 77 460 M10 b1\\ 460 mm) (2 fMl)I— _ _ — : 25v`l Cap Cap Cap Cap Shingle Shingle Shingle Shingle 2 mtnl\ Figure 15-20, Cut Batts r= sbingles to nt4ke'o0rrs cap. Figure 15-21: lnstollation of caps along baps and ridgm 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 HIGHLANO SLATE'", HIGHLAND SLATE'" IR: ; • ; • ' LOW AND STANDARD SLOPE STEEP SLOPE aaa:- 0ade rpeiea faxnefb ttrioNb 4Wab0oweenW cAud at umm} ptgure Ir•3: Use M aNk for eatery Htgbland Stnte sbfngta Ise PINT nails and RtUff spots of aspbdt roofing cement, lot each full Hlghlaid Slate shingle. For Wamt•Dade, SIX oatis are required. APply V diameter spots of asphalt roofing cement under each tab corner. Asphalt roofing cement meeting AS'at D45e61ype n b suggested. r r r r Yyd• p"nr ISM 07ie1 QSarq 16nfOa engtr" n• atrtnl d'"t a an"awil Roofing Cane FIViro I 34 UwAFT naafi ande/gbt sportofnrpbotl Moftne conell arulnrerscb tab oormf CAtMON: Rseesslve use of roofing cement can cause shingles to blister. 6. 11.1 Hip & Ridge for Highland Slater", Highland SlateTM' IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge'" hip and ridge shingles. Exterfor Research and Design, LLC. CaHllcote olAuthorltoHon M03 FEIC NON-HVHZ EVALUA71ON Evaluation Report 3S32.09.0S•R11 FLS444- R30 Revision 11:12/08/2016 Page 11 of 12 6.12 I• PATRIOT'": ; LOW AND STANDARD SLOPE Use FOUR nails for eery full shingle loovcd m: shomi below. Smlan 11 (5rena I'(uenj l I KINITYIERD STEEP SLOPE Use FOUR nails and four dons of aq halt roofing content for Mrty full shingle as sho m Ix_loa: Asphalt roofing convent meeting ASTd1 U4586 T jw II is subguitcd. Apply 1'(15 nett) splits of m4tNilt roofing ctmenl ms shown. CAUTION: ftessirc use of roofing rerneal can muse shingles to blister. 1590rc, i fi t l ,.tit. -.{— t}ta• tam• -I ± — — tm^) rjiirura WI mG—i'RS.ay '' — — — — r i•usr: — Mllt' I 1 — Roennaernenl 6.12.1 Hip & Ridge for Patriot": Refer to instructions herein for Cedar Crest'", Cedar Crest" IR, Shadow Ridge'", NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / 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 614320-3 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-Rll Certrykate ofAuthodtation 09S03 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/08/20L6 Page 12 of 12 N. e,,, J TRINITY I ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, U.C. Certificate ojAuthorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 CertainTeed Corporation Evaluation Report 3532.09.05-1111 20 Moores Road FL5444-R30 Malvern, PA 19355 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPnON: CertalnTeed Asphalt Roofing Shingles. LABELING: Labeling shall be In accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report Is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nleminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The facsimile seal appearing was authorized by Robert Nkmlnen, PX an 12/OE/2016. This does not serve as an electran ally slEned doaaeent. SI{ned, sealed hard opks 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. 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 St" Edition (2014) Florida Building Code and St" Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance Is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507:2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1S07.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: iaiiix 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 D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL(TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 OS/12/200S UL (TST 1740) ASTM 03161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/200S UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786S70826 02/12/2015 UL LLC (TST 9628) ASTM D3161, 03462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 ULLLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC ( TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, U.C. Evaluation Report 3532.09.OS-RIL Certgkote of Authorlrallon # 9503 F8C NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/ 08/2016 Page 2 of 12 J TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XTTM 2S, XT"' 30 and XT'" 301R are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia"', Belmont"', Carriage House ShangleO, Grand Manor Shangle°, Landmark'", Landmark"A IR, Landmark"' Pro, Landmark"' Premium, Landmark"' TL, Landmark"' Solarls and Landmark"' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate"' is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake", Presidential Shaker" IR, Presidential Shake TLr" and Presidential Solaris"' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras"', Highland Slate"and Highland Slate"' IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot"' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an Intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge"'", Shadow Ridge'", Cedar Crest', Cedar Crest"' IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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: SAA 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 07158, Class H, indicating the shingles are acceptable for us in all wind zones UP to Void = 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 Vora =150 mph (Volt =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 Indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of Void = 1S0 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, U.C. Evaluation Report 3S32.09.OS-Rli Certljkate ofAutharizoNonC9S03 FBC NON-HVH2 EVALUATION FL5444-RlO Revision 11:12/08/2016 Page 3 of 12 r TRINITY I ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC iSO7.2 / 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 611320-3, per FBC Sections 1S07.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1S10 and CertainTeed published installation instructions. 6.4 CT20'", M 25; XT' 30, XT'" 30 IR:: ;' LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" 305 nm) (305 mm) (305 mm) 1" (25 mm) _ Se lant 1"(25 mm)- i --- 1 5 s/a" (1 45 an) — 5 typ^phi woo METRIC 131/0" 13ya" 13r/e" 1"(25mm) —plant 1"(25mall T Algure 113: Usefournallsfar-7fnlisbin& Use four malls and sir spots of asphalt roofing cement* for every full shingle (Figure 11-4). Asphalt roofing cement meeting ASTM 04586 Type If is suggested. iqN, mom ILV vj Mph 1" (25 mm) spots of asphalt tooling cement under each tab corner. FAgrire 11-4: Usefournags and sir slats ofasplalt cement on'sleep slopar CAUTION: Excessive use of roofing cement can.cause shingles to blistet 6.4.1 Hip & Ridge for CT201. XT'" 25, XT'" 30, XT'" 30 IR: Cut Shingles V. µ -1 2" (50 mn) Remove 25 mmjl I I — t, 1it E 12" (305 mm) r it (125mm)--—-------— Cap Cap• Capm allShingleShingleShingle) Figure 11.24. Gil tabs, then thf s back ro suake asp shingles i 1• doe NBngllrbdimensionsshmn). Figure 11-25: lnstaflatfon gjatps dong 11e hips and d4- 6.4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11" adhesive or Henkel "PL' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design,LLC. Evaluation Report3532.09.0S-Ril Cetf/kate ofAuthodtadan 09S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/08/2016 Page 4 of 12 65 6.5.1 C-"'(-) J TRINITY I ERD ARCADWm: LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for every full shingle locoed as shown heloa: Use SIX nails and must slwLs or:uphait tooling cetuent rot every full shiuple as shuan below. Appl • asphalt ronfln, ct-attalt I"f25 nun) from edge of shingle. Asphalt roofing cmelu meeting 1STi1f D 4586 llpc II is sulSe.stcd. twiLhu tallll Lk*fLLLU Flgure 2: Gso sl v uni/s for eras fri/I sGingla EL J F&utt is Usti s/.r nails tint! four s1mits of asphalt rw!tug cement on steep slopes. Hfa & Ridge for Arcadia': Cedar Crest', Cedar Crest"' IR Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-Inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-Inch up from its exposed butt edge and 1-Inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic° NP311" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line''/. to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and Install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design,LLC. Evaluation Report 3S32.09.05-Rll Certlpcate of AuthoNrallon #9503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/08/2016 Page S of 12 6.6 I BELMONTt": Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. t 51B'(16rt. o Addiliaml mils it ceduited 54r aB aml lCTRINITYIERD 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 D4566 Type II is suggested. 1' -1sn a} Roding comod 6.6.1 Hip & Ridge for Belmont'": 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest*", Cedar CrestTM IR hip and ridge shingles. 6.6.1.2 Option 2: ShangleO Ridge 12• t 8• Exposure Remove tape from the right side 1' ; g• and fasten SECOND Fasten the Romovo left side 85 8. RIGHT This Tape FIRST LEFT Flgum 17-19: Installation ofSbangle® Ridge sbingles Figure 17.18.• ShanRle" Ridge. on blps and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic° NP11" adhesive or Henkel "PLO Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Certificate ofAuthodtatton A9503 FeC NON-HVH2 EVALUATION IT e 1sra' I220 MW I Evaluation Report 3532.09.05-R1L FL5444-R10 Revision 11:12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 71\1'fR1N1TYjERD CARRIAGE•HOUSE SHANGLE® AND GRAND MANOR SHANGLE®: ; LOW ANO STEEP SLOPE STANDARD SLOPE Um five nailbc for twerp fu0 CIm oe. 25 mm) (25 mm) r 5/e" 16 mm) (220 mm) Figure 17-4: W11ty calk far r imy fidl GrandAtatmrSMngfe. Garrlage 1101m Sbmtgle. a• 1:culetatlal Slate. Use seven nails and three spots of asphalt roofing cement•for mr.ry Mil 0-mil Honor 5hangle.11sw rive nails and three spins of agphall roofing centeml We every full Camage unose 5hangle and Ccntenalol Slue. Apply asphah roofing remenl V (25 mm) from edge of shingle plgme 17.5). Asphalt roofing comm ineuing AS N D•i586 Type 11 Is suggested. rwor 17-5• Wheat buirt!ling Gmnd.NanrrSbnagks nnshrp dnprt nseseron 11a41 and lb a-1Vwls ofasplrtl!—hoot rratral. Hip & Ridge for Carriage House Shanele° and Grand Manor Shanele: Refer to instructions herein for Shangle° Ridge hip and ridge shingles LANDMARK*' ; LANDMARK";• IR,* LANDMARK"' PRO, L•ANDMARK'•' PREMIl1M, LANOMARM°' TL; LANDMARK"" SOLARIS, LANDMARK"" SOLARIS IRS NORTHGATE: ' LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/4" 12" mm)- —(315 mm)* —(305 mm)-i n_-:ucc en: s:`:w,r•ro^ ;'r.Yc+vecL.:w I--I"(25 mm) Rdt Tape 1" (25 mm)-"I t NailableT ArcsW. Exterior Research and Design, I.I.C. CertlJhate cl Authorlsatlon !19S03 LANDMARK TL 131W 13" 13112" 343 mm)- (330 mmr- --(343 mm)--{ I--1"(25 mm) 1" (25 min) - Figure 1.14.. Mu —fur na".00 mr01111 sb"Ve. NorthGate: WIDE u01X0 12 tt 210 tr 305 mm) + 375 mm) — 305 mm) -rl 1• {26 rem) Nalllp L+'rr 1s naapnOil rmernaI lee P 25 a= lop, Na,ling am* lot low and a(andard abpos (Imm 2:1210 21:121 Nei ortraan vppar4lrnar Ines as swo obom FBC NON-HVH2 EVAWATION Evaluation Report 3532.09.0S•Rll FL5444-R10 Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of asphalt roofing cement rot Miry full huminated shingle. See below. Asphalt roofing cement should meet ASTd1114586111te fl. Apply I' spots of asphalt roofing semen( unde each corner and at about 12' to 13' in from each edge. METRIC DIMENSIONS 305 nm) ntm Nail lops i For Sleep f 25mm)---- 375 mm) ( 305 mm) 4easeTana I"(25mm) 1 IANDMARK'TL NorthGate: STEEP 12' 14. 3W SLOPE: 1—(305 mm)— — (375 m NAILING AREA I Nailin mm) bey ho e J TRINITY I ERD 13r/2" 343 mm) 13" 330 mm) 131/ 2'1 + 343 MM) 1-- 1"(25 mm) 1 "(25 mm)-a' MWOMMO. r Figure 13- 5: MAstxnttlls.andjourspotsof tuphalt rwfing cement on steep slopes 12' 305 mm)- 1"( 25 mm)— j Nailing areas for steep slopes (greater than 21:12) and "StonTMlalling" Nail between lower 2 nal Ones as shown above. 6.8.1 Hit) & Ridee for Landmark'", Landmark'" IR, Landmark" Pro, Landmark'" Premium, Landmark' TL, Landmark' Solaris, Landmark' Solaris IR, NorthGate: 6.8.1. 1 Option 1: Shadow Ridge'" or NothGate Accessory 12' m5mm) (250 m) li 6' 415/ 16 415A 150min) vs(125mm) ( 125inm) Notch for centering 1T —T Notches forAlignmentto the Top Edge of the Previous T Cap for 5'( 125mm)Exposure (me LEnglish Dimension Shadow Ridge^' Exterior Research and Design, LLC. Cartillcate of Authorliatlon # 9503 FBC NON-HVHZ EVALUATION f Notch for centering 13114' 137mm) Notches forAllpnment to the Top Edge tin Previous 7 5 of 1 m) Lt!tt MetricDimensionShadow Ridge"' Evaluation Report 3S32. 09.05-Rll FLS444•R10 Revision 11:12/ 08/2016 Page 8 of 12 TRINITY I ERD 9 27t1r. 250 mat) 4 15 16' (1251-) 13 118° 333 mm)--ICertednWO6SIB'- • 7 { (16/ MM166mmI168mm II 13114' 337 mm) \ Align these centering roleto top T 131I4' , Notch hcf ` due el (194 mm) (337 mm Align these I v. pl0usGO FA notches to top 7 SIB' edge d (194mrn) previouscourse. NorthGate Ridge NorthGate Accessory om)— Laying Notch I I I III I 5' (125^,dJ I I I I/jam Ftgrae 13.20, Use Iayingnokbo to center sbtngktt on hips and. its and Jo kcateddre c onact axposum 6.8.1. 2 for ASTM D3161, Class F performance use BASF "Sonolastic® NP1"A' 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 CrestTM, Cedar Crest'" IR hip and ridge shingles. Exterior Research and Design, LLC. Evaluation Report 3S32.09.05-R31 Certlllcate cl Authorlsodon a9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11:12/ 08/2016 Page 9 of 12 6.9 I PRESIDENTIAL SHAKE*'"; PRESIDENTIAL SHAKETm IR, LOW AND STANDARD SLOPE: Pot low and standard slopes, use five -nails for each PoII Presidential shingle as shown below. Naling 40' — Guide uncs (1016 mm) 133 mm) 141/4' Illy 38mm) 362mm) NOTE: Apply nails on painted guideline. 6.9.1 6.9.1.1 6.9.1.2 6.9.1.3 6.10 Figure !6.6 Fas1mingFraskhnUa1andPrerfderrllnl PL Skala stdrgles on low and standard sbpaa TRINITY I ERD SHAKE TLT", PRESIDENTIAL SOLARIS"A: STEEP SLOPE: Pot steep slopes, use nine nails for each full Presidential shingle and apply 1' diameter spots of asphalt rooling cement under each shingle lab. Alter applying S nails in between the naWng guide Imes, apply 4 nails 1' above tab cutouts malting certain tabs of overl)tflg shingle cover nails, 1' diameter asphalt rooting c6ment Figure 16--7: Fastening P eNdenthd and Presfdentl/d T/L Shale 0lM10 on rtmp *PM Hip & Ridee for Presidential Shake'". Presidential Shake'" IR. Presidential Shake TL'". Presidential Solaris'"' Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for. covering hips and ridges. Apply shingles•up•.to the -ridge (expose no more than 7' From the bottom edge of the -"tooth." Fasten each accessory with two fas- tener' s. The fasteners mu'St be 13/4' long or longer, so they penetrate either 3/4' Into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Blrm) ngham,.AL-is 12', x 12"; Portland, OR produces•97/a' x 131/47 accessory For ASTM 03161, Class F performance use BASF "Sonolastic° NP11" adhesive or Henkel "PL• Polyurethane Roof & Flashing Sealant", In accordance with CertainTeed requirements. Option 2: Refer to Instructions herein for Cedar Crest'", Cedar Crest'" IR hip and ridge shingles. I HATTER'AS'm LOW, STANDARO AIID STEEP SLOPE: •',, d„,„, , „„„ ran Figaof 15.5 fastening 11allemsMI)II&I all Lev mrA1'lmalnrtf Aolu! For low and sand..inl aloprs. use tits oails for each fug Ibutertc ddnpJc a< stuion sdxac. rtg" m rf•!: rmrr"lap rNnn"raNq(Ia oe.Vny' Vahv Far seep do^ we far nsnt and rlgla spu of asph& ronllag motto for rarh loll flaucru shfnoe as shmti abort. Apply I' 25ow1 dhnairr Float of nloting crmcat (dB.&I 0 459611pe 11 wg, emal) amlrr rub mb ca(em Pon% shlo c low placr, thi ool sspnse Como. 4Wt 1!1011: Too moth rooting amna cup cotae shinllrs to blister. Exterior Research and Design, U.C. Evaluation Report 3532.09.05•11111 Certificate ofAuthortradan a9SO3 FEIC NON•HVH2 EVALUATION FLS444-RlO Revision 11: 12/08/2016 Page 10 of 12 TRINITY JERD 6.10.1 Hip & Ridee for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras Figure 1544: 18 tbree place taint sepatatedo make 54 Hatteras Axesso ry sbtngtes 6.10.1.2 Option 2: Cut Hatteras Shingles 23.0 mm) I I I I as\ems VVI I--- 460mm) 18'p 2o3mmll _—_ %A 1 Cap• Cap ShCinapgleShingle CapShingle Shingle13 2Figure 15-20: Cut Hatteras s1wrWas to make cow cap. Figure 15-21: Installation of caps along hips and ridgm 6.10. 1.3 For ASTM 03161, Class F performance use BASF "Sonolastic• NPl'"" adhesive or Henkel "PL• Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATEi-: HIGHLAND SLATE'."' IR: LOW AND STANDARD SLOPE: STEEP SLOPE: r r r r Use Fn•R nabs and BIGHT spots of asphalt rooting cement fot.each kit Highland Slate shingle. Pot Mlamf•Dade, SIX palls at required. Apply v diameter spots of asphalt roofing cement under each tab comer. Asphalt tooling cement meeting ASIM D4586 Typo 11 b suggested. tr owi MYni•0o7 pepa>to six me, f•R6 fins W bWAMOWC619 iL udpown). — 1inWau rpiAn ,• 6m a^^ l Figure Il-.?: Om AV6 naRt forestry II1gManJ Slain sbf»gta o aa py ho.nl -- Rupflap taipc Flguro Il JA.• Use RVB nags and etgbi sporsofasphdi mons cumont under eacb tab oornor. CAIMON: tixcessiro use of roofiog cement can cause shingles to blister. 6.11. 1 Hip & Ridge for Highland Slater". Hiehland Slate' IR: Refer to Instructions herein for Cedar Crest"", Cedar Crest'" IR or Shangle Ridgelm hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05•Rll Cerdtleate olAuthorimdon MO FOC NON-HVH2 EVALUATION FL5444•R10 Revision 11: 12/08/2016 Page 11 of 12 TRINITY I ERD 6.12 PATRIOT.''4: ' LOW AND STANDARD SLOPE STEEP SLOPE Use FOUR nail; for thew full shingle loctled a; shown beloty. S hM pssar it F, IF I tiac FOOR nails wud four spola (dasphali roofing cemcui for eren• full shingle as shorn lxlnw. Astibitroofing cement mecling.WiNi 04586 AJ) L If is suggLiled. AppIT 1'(15 film) sims of asph:dt mofing o mall *; shown. CAU11ON: G11cessive u.<e of roofing cement can cause %Mode s to blister. 1 ' n: 1 f 1 • n •-j .o no" n"p Crnenl 109N mry "I ( lUyi Q'I 6. 12.1 Hip & Ridee for Patriot•": Refer to instructions herein for Cedar Crestm, Cedar Crest"' IR, Shadow RidgeT", NorthGate or Shangle RidgeT" hip and ridge shingles. 7. LABELING: 7. 1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7. 2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07. 2.7.1 / R90S.2.6.1. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 CW requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com ENO OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-Rll Certipeate ofAuthariration 09503 FBC NON-HVHZ EVAWATION FLS444-R10 Revision 11:12/08/2016 Page 12 of 12 Florida Building Code Online KIbiP AO B siness 81 rofessio a Reg la iio 11 BCIS Home I Log In I User Registration I Not Topics I Submit Surcharge I stats a Facts I Publications I FSC Staff I Bus Site Map I Unks I Search N Product Approval USER: Public User I., r DreAurt Anereval Menu > Duct or Aentica"an Soarrh > Aneltratlnn Let > Application Oetall OCs al;=O' ua? L3 Trit`•r,,;G FL * FL15216-R2 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@lnterwrap.com Authorized Signature Eduardo Lozano elozano@lnterwrip.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underiayments 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 Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 11/17/2017 Validated By John W. Kneievich, PE Validation Checklist - Hardcopy Received Certificate of Independence FLIS216 R2 1701 MIS Oi rOI Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code http://www.Eoridnbuilding.orgfpdpr app dtLaspxlparam-wOEVXQwtpgv3yV.VKJZ1QRAdby(2u8kQGQyljaHhVeiOpVSvxwSdCoQ*A3d%3d[g24120171:57:59.PMI _.. . Florida Building Code Onrme 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1S07.8 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 06/23/2015 Summary of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS216 R2 It 201S 04 FINAL FR INTFRWRAP RHINOROOF FI 15716- 132j2dApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FLIS216 R2 AE 201S 04 FINAL ER INTERWRAP RHINOROOF FL1S716- Created by Independent Third Party: Yes F E fnnraQ Us :: 2601 Blalr Stone Read. Tallahassee FL 22299 Phone: 8S0-487-1824 The State of Florida Is an AA/EEO employer. copyright 2007-2013 States of Flndda.:: Prlvary Statement :: Arressihdlty Srarpment :: Refund Statement Under Florida law, email addresses are public records. If you do not went your e-mail address released In response to a public -records request, do not send eiectronlc mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 950.487.1395. -Pursuant to Section 45S.275(i), Florida Statutes, effective October 1, 201.2, licensees licensed under Chapter 455, F.S. must provide the Department with an &mall address If they have one. iha 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 haddress, 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 45S, F.S., please dkk b=. Product Approval Accepts: RM® Ism ®® Credit Card Safe httpJhwvw.0oridabudding.oM*Ipr_app d.espx?paraF-wGEVXQwtDgv3yVVKJZIQRAdhyl2u8kQGQyljaMVeiOpVSvxwSdCoQY.3d%3dCI2420171:57:59.PMj. 1 TRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization 119503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 14OS10.02.12-R2 32923 Mission Way FL15216-112 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 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD 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 DG4 ANE1983 The Aestmtle seat appearing was authorized by Robert Nlemtnan, P.E. on 04/27r101S. This does not serve as an 0ectronlnity signed document Signed, noted hardooplet have been transmitted to the Product Appal Administrator and to the named dtent CERnFICAnON OF INDEPENDENCE: 1. TrinitylERD does not have, nor does It Intend to acquire or will It acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. Trinity I 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 lERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY JERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhlnoRoof 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 1507.83,1507.9.3,1507.9.5 on Heating 1507.2.3,1507.S.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: Entitv Examination Reference Date ITS (TST1509) Physical Properties 100S39395C04006 10/27/2011 ITS (TST3509) Physical Properties 100S39395C04002 10/27/2011 ITS (TST1S09) Physical Properties 10053939SCOQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multllayered 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 424nch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhlnoRoof 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 OPflONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoof U20 Yes No No I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhlnoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be Installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments In compliance with manufacturers published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments In FBC Sections 1S07 for the type of prepared roof covering to be Installed. Exterior Research and Design, I.I.C. Certlflcote of Authorization #9503 Evaluation Report 140S10.02.12-112 FUS216-R2 Revision 2: 04/27/201S Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVH2 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 i-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. 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 Certificate of Authorization #9503 FL1S216-R2 Revision 2: 04/27/201S Page 3 of 3 TRINITY I ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certiflcote of Authorization #9503 3S3 CHRISTIAN STREET, UNIT N13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S 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 5 h 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. 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 IERD 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. Nleminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The lacslmlle seal appearing was authorized by Robert Nlemlnen, P.F- on 04/27/2015. This does not serve as an ekctranically signed document. 5lgned, sealed hardcoples 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 Trinityl ERD 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. TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing In accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1S07.2.3,1S07.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.9.E on Heating 1S07.2.3, 1S07.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 200S 1S07.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1SO9) Physical Properties 100539395COQ-006 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: S.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/eras used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2. 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal wood Shakes Shingles Slate or Simulated Slate RhlnoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Cert(/Icote of Authorization #9503 Evaluation Report 140S10.02.12-R2 FL1S216-R2 Revision 2: 04/27/201S Page 2 of 3 rtr TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 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 HVH2 nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinale 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. 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. QUAUTY AssURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140530.02.12-R2 Certif sate of Authorization #9503 FL1S216-R2 Revision 2: 04/27/201S Page 3 of 3 4/28/2017 Florida Building Code Online ii SC1S Home I Log in I User Registration I Mot Topics I Submit Surcharge I Stets Q Pac Florida Product Approval USER: Public Userrr Pmduct Approval Menu > Product or Anolic3tlon Search > Aoollratlon Ust > Application Detail FL * FL12328-117 Application Type Revision Code Version 2014 Application Status Approved Comments Archived t 1 Product Manufacturer TAMKO Building Products, Inc. Address/Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerrl_eden@pmko.com Authorized Signature Carter Lea cartdr_lea@tamko.com Technical Representative Kerri Eden Address/Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 kerri_eden@ to m ko,com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 01/07/2019 Validated By Locke Bowden Er Validation Checklist - Hardcopy Received Certificate of Independence FL12328 R7 COI TBP14001 3 2014 FPA TAMKO Undedavments-FINAL, ridf Referenced Standard and Year (of Standard) Standard Year ASTM D1970 2009 ASTM D226 2006 ASTM D4869 2005 ASTM D6380 2003 Equivalence of Product Standards Certified By Y'r,4sa ;!f:va Sections from the Code https:/AN".floridabuilding.org/pr/pr ppp dtl.aspx?param=wGEVXOwtDgtF2AezuadgOIAramOGmSa*/o2bSa/*2baRvkOl3ThCQrIW159TQa/`3d%3d 1/4 4/28/2017 Florida Building Code Online r' yw• a K. .. mil L•`'JL iN• iq.•I. 7.1 4Uil* y: rt 4. r•1 ii:..ity11. K SS " l,•1 I• , hey, 'r A;l SVti'=i N. Yf`° ; r 'psi r t .• a 1' Zi 4 fit: ; . 3,5'. ._•': a ' '' j^• Y:n ' ,FYI Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 08/ 23/2016 08/ 23/2016 08/ 2S/2016 10/ 13/2016 ummary_ of Products r : r _ ........_....... r _-•` <• - ..77 FL'# Model, Num era Name Oescript:ion ; ; ; . : • .. .::. 12328. 1 ASTM Slate Surfaced Roll Roofing Roll roofing surfaced with mineral granules Limits of Use Installation Instructions Approved for use in HVHZ: No R-12328 R7 II TSP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other. See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments- FINAL. odf Created by Independent Third Party: Yes 12328. 2" .•.' - ASTM'Tlle' Underlayment " • : , Coated organic underlaymerit Limits of Use,— se ;'.; installation Instructions Approved for use in HVHZ: No FL12328• R7 Ii Tl3P14001.3.2014 FPA TAMKO • Approved for.use outside HVHZ: Yes • • Underlayments-FINAL. odf Impact Resistant: N/A _ Verifled By: Zacha!Y R. Priest 74021 Design Pressure: N/A,-.. :: • •„ •'_ , , :'• Created by Independent Third Pasty: Yes •'. Other: See evaluation report for limits of'use.':- " :' Evaluation Reports FL12328 R7'AE -TBP14001.3 2014 FPA TAMKO' nderlavmerits- FINAL.odf ' Bated by IndependentThlyd•Party: Yes ' 12328. 3 Master Smooth Asphalt saturated organic underlayment. Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 It TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL odf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments- FINAL. odf Created by Independent TWO Party: Yes 12328: 4:• .:..•'•. :. Moisture-GuaPd Plus'.'' '.. ; A'seW-adhering mbdified blturhdh unde'riaymenE.:. Limit' s;of Use.: ,.: _ : • •, .:.•- :•. Insi:aliation Instructions Approved for use.ln'HVHZi•No FL12328- R7 11 TSP14001.3 2014 FPA•TAMKO Approved for use outside HVHZ:. Ye's.. Underlavr cents-FINALodNALodf - Impact, Resistanti N%A. .. ' ,...:. Verlfled:By: Zachary;R. Prlest•74021 • ' Design Pressure: N/A...:: Created by•Indepehdent Third Party: Ye$ Other: See• evaluation•reporf for Iimlts-of use.-: : :Evaluation•Reposts ' , : • ' . F112328 R7 AE TBP14001.3 2014 FFA-TAMKO' '• Underlavments- FINAL, Ddf ' Created by. Independerit.Thlyd Party:,Yes.; 12328. 5 No. 15 ASTM Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 11 TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.Ddf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderlavm ents-FINAL. odf Created by Independent Third Party: Yes 12. 328.6 No, 15 UL 'Asphalt saturated organic felt. Limits of Use Installation Instructions Approved: for'use in HVHZi•No.:.. FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes- " Underlavments-FINAL. odf Impact Resistant, -N/A Verified. By: -Zachary R. Priest 74021 https) Avww.Widabullding.org/pr/pr app dtl.aspx7param=wGEVXQwIDglF2AezuarJgOlAramOGmSe%2bS%2baRvkOl3ThCOrPNi58TQ%3d%3d 2/4 4l28/2017 r l'•F r "fit .i 3)°,'(. :) tii ri r, i.:0• s t iflr,' I. ?.•' h-'lt4i N 74 f i' .7ijt'9 •r It .j Oil:-=: '';',' :r•_ Sl r r ^~ IfS il' ri 1 hsi: l r'S r it fr ;j •• 4`,i l,''Y ill a' 'I l.:.•ii'.t.:}v!Il u (}Ti 1 f lryl•ll4' i L114:.I ::. t Y n frl, i .., •.• r 3. r Florida Building Code Online Design Pressure: N/A ; Creat, ": ,Indep* ndent.Third Party: Yes Other. See evaluation report'for limits of use.. Evaltation Report's FL12328 .117 AE TSP14001.3.2014 FPA TAMKO Underlavments-FINAL Ddf Created by'IndependentThird,Party: Yes. 12328.7 No, 30 ASTM Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.Ddf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments- FINAL odf Created by Independent Third Party: Yes 12328.8 _ No: 30 UL Asphalt saturated orga'M'—felt " Limits of Use Installation.Insttvctions Approved for use In H1/hlZi No fL12328 R7 I[ TBP14001.3.2014 FPA TAMKO Approved for use:outside•HVHZ: Yes Underlaavments=FINAL.6df' Impact Resistant: N/k Verified'By:. Zachary -R. Priest 74021 Design Pressure: N/A , Created:by Independent Third, Party:' Yes Other: See evaltiatlon report. for limits of use, Evaluatlori•Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL odf Created by Independent Third Party: Yes. 12328.9 TAM -FELT Alternate to ASTM D 226, Type II underlayment Limits of Use _ Installation Instructions Approved for use in HVHZ: No FL12328 R7 it TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments- FINAL, odf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL j= Phone: 1150-487-1824 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 publlc-records request, do not send electmr3lc mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. 'Pursuant to Section 455,2750), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provlda the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 45S, F.S., please dick here . Product Approval Accepts: 03 ® 9®- M httpsJ/www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDcOF2AezuarjgOlAramDGmSelY.2bS%2baRvkOl3ThCOrlWi58TQ%3d%3d T4 4/28/2017 Florida Building Code Online Credit Card Safe httpsJ/www.0oridabuilding.orglprlpr app d.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramDGm5e%2bS%2baRvkOl3ThCQriWi58TQ%3d%3d 414 CREEK Cerfi Icate of Authorization bur Drive17520EdinburghDrive Tamps, FL 33647 TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, r EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 417) 624-6644 htto://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Issued August 22, 2016 Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2, 1507.4.5.3, 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6.3.2, 1507.6.5, 1507.7.3, 1507.7.3.2, 1507.8.3, 1507.8.3.2. 1507.8.8. T1507.8, 1507.9.3, 1507.9.3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES E01bi: Reoort No. Standard Ygx PRI Construction Materials Technologies (TST6049) TAP-191-02-01 REV ASTM D 1970 2009 PRI Construction Materials Technologies (rST6049) TAP-192-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2069 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP1218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (r$T6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380, Class M, Type 11 underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for the applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete file shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This -evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. y CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® ASTM Tile ASTM D 6380, Class M, Type 11 underlayment constructed from an organic felt saturated Underlayment with asphalt -then coated on both sides with asphalt and surfaced with granules. Application: The undedayment shall be installed with minimum 2" side laps and minimum 4" staggered end.laps and in accordance with FRSAJTRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete file shall be permitted in accordance with the FBC. TAMKOO Master ASTM D 6360, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The undedayment shall be installed along the valley In accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted In accordance with the FBC. TAMKO® Moisture Self -adhered, ASTM D 1970. fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-112" side laps and minimum 6" staggered end laps. Min. application temperature: 40°F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay file roofing shall be permitted in accordance with the FBC. TAMKO® No. IS ASTM ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that Is Asphalt Saturated saturated with asphalt. Organic Felt Application: The undedayment shall be Installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOS No. IS UL ASTM D 226, Type I undedayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC'. TAMKO® No. 30 UL ASTM D 226, Type 11 underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOS TW Metal and Self -adhered, flexible, ASTM D 1970. rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40"F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted in accordance with the FBC. TAMKOS TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40"F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKO® TAM -FELT Alternate to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic fell that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERv10Es. LLC LIMITATIONS 1) This evaluation report is not for use in, the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance In not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant Installation detail shall prevail. 5) Minimum application temperature shall be 50'17 unless otherwise noted. Contact the manufacturer when Installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All undedayments shall be installed with the roll length parallel to the eave, starting at the eave, and lapped in successive courses Installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application Instructions. 10) The underlayment may be used as described In other current FBC product approval documents. 11) The underlayment shall not be Installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for' each underlayment. 13) All products listed In this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, Ss' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. C, E•nj RiceJ. No 74021 STATE OF W still O CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09:35:39 i.rr,rlW,.M t 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services. LLC does not Have, nor will it acquire, a financial Interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services. LLC Is not owned, operated. or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial Interest In any other entity Involved In the approval process of the product. END OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report Is provided for 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 ekpress nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No. 29824CREEK17520EdinburghDrive Tampa, FL 33647 TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, em EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 417) 624-6644 http://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Issued August 22, 2016 Category: Roofing Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1. 1507.4.5.2, 1507.4.5.3, 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6.3.2, 1507.6.5, 1507.7.3, 1507.7.3.2, 1507.8.3, 1507.8.3.2, 1507.8.8. T1507.8, 1507.9.3, 1507.9.3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES Report No. Standard Y9X PRI Construction Materials Technologies (TST6049) AP 191-02-01REV ASTM D1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM. D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6649) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380, Class M, Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for file applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete tile shall be permitted in accordance with the FBC. TSP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKOO ASTM Tile ASTM D 6380, Class M, Type II underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete the shall be permitted in accordance with the FBC. TAMKOO Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley in accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted In accordance with the FBC. TAMKOO Moisture Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2" side laps and minimum 6" staggered end laps. Min. application temperature: 40"F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and day file roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 ASTM ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt Organic Felt Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4° end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOO No. IS UL ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOO No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOS TW Metal and Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40°F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted In accordance with the FBC. TAMKOO TW Self -adhered, flexible, ASTM D 1970. rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40°F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKO®TAM-FELT Alternate to ASTM D 226, Type I•and Type 11 underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be Installed with minimum 2' side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBPW01.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. 01A CREEK TECHNICAL SERVICES, LLC TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments LIMITATIONS 1) This evaluation report is not for use In the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application Instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50'F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be Installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All undedayments shall be installed with the roll length parallel to the save, starting at the save, and lapped In successive courses installed up the deck In a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed In this report shall be manufactured under a quality assurance program In compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 5"i Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tfi rI l R. No 74021 STATE OF Z CERTIFICATION OF INDEPENDENCE 2016. 08.2 2 09:35:39 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a 8nanclal 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 tho product. END OF REPORT TBP14001. 3 FL12328-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. t 4/28/2017 Florida Building Code Online h.71':<i: .. • '1.{}a S'tf.s,^ ."F.•.. . y :ff ; a. N f . Wiww: t• `• ._• ti. •;. .i ._• + ; : 1. '• fib V :.. w>*1563,r 1lt. µ. )' .. ` :Ii,' s. ; :' w' • •' .%l ui76j (lQ c g . 7• 1e j .4 c'• ¢!}.e, :. •• .Y..,., y iz'n qy ' ':, 71 1 lal Lj'j a.4 •9..k?9: t. lr ,' 1;6J :Y',;.'. _i vrvt r.• • f••..L .,Y.1 _ ;(• • •' 1 • ' - -'r`t.'h yJiilC'.r.rAL. 'fu• •1, 4<1•,....3+iwL.L''Tr -''.. .r-t.-i•1'J-JLt. !. t'>' _.1'',. Q. .L. ..'V •71('i ' I CHOW f 'YiYriM3J. Y.SYYAT.J SCIS Home I Loa In I user Registration I Hot Topic I Submit Surcharge I Stats a Facts I Publications 1 Fee Stan I SCls site }'tap I Links I search kxi(fa • Product Approval j USER: Public user Product Aoorovnl Menu > Product or Application Search > Annlication List > Application oetall Wiri, FL rT FL158-R8 3Cr ; t' Application Type Revision r ' Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified E s y • t_,: ,I.i,-. , l by the POC and/or the Commission if necessary. Comments Archived 1 Product Manufacturer CAST-CRETE USA, Inc. Address/Phone/Emall PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Authorized Signature Craig Parrino cparrino@castcrete.com Technical Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Category Structural Components Subcategory Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Mlaml-Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year ACI 318 2011 ACI 530 2011 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 04/29/20161wY:l.il httpsJ/ vvww.11oridabuilding.orglpr/pr app dtl.aspx?param=wGEVXOwtDquegl%2bT71%21F192gnRzHNulcgj5pgLXkU6g%3d 1/2 4t2812017 Florida Building Code Online Date Validated OS/06/2016 Date Pending FBC Approval Date Approved OS/06/2016 Sties mMaryof-Products FL # Model, Number or Name Description 1S8.1 High Strength Concrete Lintels 4, 6, 8, and 12 Inch wide lintels Limits of Use Certification Agency Certificate Approved for use in HVH2:: Yes FLIS8 R8 C CAC NOA 14-0903.03.odf Approved for use outside HVH2: Yes FL1S8 R8 C CAC NOA 16-0126.03.odf Impact Resistant: N/A Quality Assurance Contract Expiration Date Design Pressure: N/A 05/21/2017 Other: Superimposed loads shall not exceed allowable safe Installation Instructions load FL158 R8 II NOA 14-0903.03.odf 1S8 118 II NOA 16-0126.03.odf Verified By: Miami -Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: IF-01PPELKIlid Contact Us :: 2601 Blair Stone Road. Tallahassee Fl, 32399 Phone: 850-487.11124 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.487.1395. *Pursuant to Section 4SS.27S(t), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However 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 determine If you are a licensee under Chapter 4SS. F.S., please dick here . Product Approval Accepts: tC _ Credit Card Sale hUp llwww.floridabuilding.orgfpr/pr_app dU.aspx9param=wGEVXQw(Dquegl%2b171%21F192gnRzHNu"5pgL)(kU6ga/o3d 2/2 MIAM hDADE MIA&II-DADS COUNTY PRODUCT CONTROL, SECTION DEPARTMENT OF REGULATORY AND ECONOtNUC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T(786)315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) w%vw.miamldade,gov/ecoiwmv Cast -Crete USA, Inc. P.O. Box 24567 Tnmpa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction. AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In* Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in tine accepted manner, the manufacturer will incur Lite expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requiremetits of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411,611 & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, ti led "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 thmugh 3 of 3, prepared by Craig Parrino, P.E., ated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed. by the expiration date may be displayed in advertising literature.• Wany portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages F_-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Makav, P.E., M.S. MIAMI•DAOE COUNTY ',-.•_ NOA No.14-0903.03 i f Expiration Date: 09/11/2018 Approval Dale: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details" sheen of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Dt enving No. LT4612, titled Cast -Crete 4 6" & 12 " Lintel Sqfe Load Tables", sheets I through 3 of 3, prepared by Craig Parripto. P.E., dated Alarch 24. 2003, last revision #1 dared April 28, 2003 both drowhigs signed and sealed bV Craig Parrino, P. E. B. TESTS 1. Test report on flexural testing on 4 ", 6 ",& 12 " Precast Concrete Lnttels Filled and Unfilled Models, local of (13) concrete lintel specimens, per ASTi1'1 E-529-94, prepared by Applied Research Laboratories, Repot No. 30404A, dated 04110103, signed and sealed by Chrislopher A. Ramon. AE. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. 2. Calculations for Cast -Crete Lintels, doled 05129103, 140 pages, prepared by Craig Parrino, AE.. signed and sealed by Craig Parrino, AE. D. MATERIAL CERTIFICATION: 1. Quality System Alanualfor Cast -Crete ,Machine Alade Precast Lintels revised oil AAIV 1, 2002. 2. Cast -Crete Quallt), System Alanual for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmt,ing No. FD4612, tilled "Precast and Prestressed Lintel Details`, sheet I of 1, prepared by Craig Parrino, P.E., dated Alarch 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel SYife Load Tables'; sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, Iasi revision doled March 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. By Aliaml-Dade County Building Code Compliance Orce. E. MATERIAL CERTIFICATIONS 1. None. Jig H iy A. Makar, P.E., NI.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 C-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details" sheet l of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Snfe Load Tables'; sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated Alarch l 1, 2003, all signed and sealed by Craig Parrino, P. F., on March 22. 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Xf1aw1-Dade Comay Deparnnew of Permitting, Envlron nent, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. Alone. D. QUALITY ASSURANCE 1. By Miami -Dade Cormty Deparnuew of Regulato p and Ecorroruic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. FOP ny A. MAR I', P.E., M.S. Product Control Unit Super -visor NOA No. W-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cnst-Crete USA Inc NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing Ago. FD4612, titled "Precast goad Prestressed Lintel Details'; sheet 1 of 1, prepared by Craig Parritio, P. E., dated March 24, 2003 and Draining 1\1o. LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Sqfe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, AE., dated Afarch 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrilro, P.E., onAugust19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calcifleli011s for Cast -Crete Lintels, doled 0811912014. pager 14.201 tlu-ough 14.236. prepared by Craig Parriao, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Count), Department of Regulatoll, and Economic Resoru ces (RF,R). E. MATERIAL CERTIFICATIONS I. None. F. OTHER 1. Letter ft•ont Cast -Crete USA, hic., dated ,fugust 19, 2014. signed and sealed bl, Craig Parrino, P.E., certifying compliance with the Florida Building Corle, 2014Edition. Hel ntcar, l'.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Explratlou Date: 09/11/2018 E-3 Approval Date: (0/09/2014 N A=ice RET6` HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE 'B' TYPE 'A'_gLkf I SIM 1410A41. 1. OWUM1 i UUM 4" SOLID LINTEL nATA TABLE FW2 f}13 @3i 11Jn1,11 17 eta ru " r,21M 1ri6T', rrrJlr ITga[or+ n o (EjG'i F If J..(rl l rry ci>n1 ;i •i rn>i frC51[ lll It Si A" PAMACT 11-1.1NTFL DATA TABLE C mar-:1=mIri31r! vLilPlf]CSilvn MA t:.sr:s:s=oemavt rm vao r r.nl6arJ 1 Irsanrlrnrrra©n mw[_*: 9 Em mC•1 raremm m r a 17A0 ravrr-71tc 1Jrarer7Jr17Slvnm o tit-MIM im r3i1,911FLIKI t27rZ7f7 R$7r. 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Rr>.atnr.u.lcrsnacr. rnis sara.am>• Ilan raor@lAtt " o"Ifr a M"06 I" ra aM Ar OIo a a MMW oa talw rrltttl tS{WI UM-CME %W6 am. IAlloaf r { a14 s/M W AM A{lal A /.. Ala W IM" r m m0ml a Yo Ice am 1MOa . no ra aAut r " 1. Yla • MU in I" M KA O {rOlrf 06.= AU OWD ttY1M mKtll[ mmoft rat m m ALL a am Ala It aw /rr fAaa ti Y W apraraa C{W race DAMIt - la. rt must lams r.. rala to tot . as uimA mnra ... Ilml m o& "K /W A M hart aa a Mttm am o st OI m= on NKR to r w o rA tlfr a 9=10/ nM UOI OL a. AIM Ice a 1M"Ytta {I N a to. MM V GEN O r0.unuCY HL'v151S1t tnnWrl^r ^IU'A Ra;ida o.4 P "W14- oao .03 IWyltrluo tY. taY •2of Ff tCo`TrTo7" oYIp•'j CRAIGPARBWO4. 0R0 [` 6MCA579pOiVALVt,;••' SEfFNER. FL M584 4r{{r Il/a` FLMUC.No. 447 Im PRECAST AND PRESTRESSED LINTEL DETAILS 111I Ivar. Erfo{I-11 tswll If 1aN1 AO ua snarl AS slaon um Iftim I C IEtltl rlr UW M.MIL rt MUM 16412 SKM I Of SENERAL NOTES q wl.ecd rA p kWBobo - Idrarfiipoev L'Id . coon ggept i - fe vw1 a 3 pe -A, P0aTM. mfdmun aaewagmrs da 120D rd C•o .2b eet Ar.rwreb. V AM Ails uob 60pantQAb'w r . s 2) AN ad. b•fLA}SLIB6 b.af+ .A Aomd bobbs. 9w. Iris •M IV" fto a1/2 iM by 20t Y bob* kho b I- 3) PmW. Id mA. hd o.0 bud b k& RA mww b P dAtbed. vats 40 ra edd.d reba. bdbde Its mead esdb0.n fa Jtf , 14 i L f A1 . 12200 p1 NT004 S} Al bbb and . and so ddwrp FACGscutdb'An Y. a 12Ii rr-4' a baw cub . coed L/l10 ddbdb4 WA b fn.Ld b eadlbro aMId• 11. fbddo 9kW" CW* Sara• 100al m A FeAde. M.. fde0 S*b a0 laVaL 4' Aard idob b b. Wb W ./ 4 rmAtbl bob ad a' dbn"dba cord da" lmd rd wl a * a& b. ada.bN tL 10) NA - Nd RabA 11) mbn fmm mzbd mb. b o boded d ON wAm of to rdW aad4,, TYPF OFSIGNA21ON rr- nlmmearw/ qA- ee..ID rowOtMC r..m" 12F16- 2B/2T VIM dm.L, , AJalma V 11b Kam no d' am r) lc0#ar 11110. UA ma a d ..' 4;'+'• Ian d 11) imio no r eedn. sees Aetna• 1 5 ' ACIILLL "O n uan 12' WMIML 60 . 11) •' a 12' T a•ed erol.cb.M •,m S-1 b4 ukbu of ud aeb b oteaa.Od. wrfeal rsbbdq ad 13) T — " a) ide l iefdW A aloft aweb rA Y/ Mr• awed b . casldmee .2b A1N 1i92• .rye.eee uoGq IQ bob towM IbNo Notd r bad Ltf.elol ace.8 AWAO vn9ed b" A•bbd b.eborltl ba0 S Sd. v.rlied bad + Safo IrAe.nld bAd ID 13) Fa awoo . b w hq.1b ut d.1.n 0..ab b.d from text bh. 14bt .b..n 16) Fa Gdd WOO not Dick br sd. b0 fr A•d bAW lenpb eW.4 17) Sob bob .n tgakfud eowdb b.d• 18) Sd@ bab bold eA Ms•d OWO .lobs'• M AO SM ed AD AL 10) A06frrl bleed bad eq.o'If ema .Mdrd 1y or eeid•ord a.aP.b nA.auy .nb (Ro110 &M Ir...l Se. ajdm "bdvr mod 1/2' OLA 4S8 mcmeLft or SEE SAFE LATERAL LOAD TABLES FOR LOAD PATLYG FOR EAON AODTT MaL ROOMau (anN) FULL COURU 5 REM FOR lY LWIELS S FEW FOR 12' L?11EL5 or Gm SAFE LOADS FOR 4" SOLID LINTELS 4-00w4" GRAVITY LENGTH TYPE 4S8 Y-6- ( 421 PRECAST 1180 4'-0- ( 491 PRECAST 959 4'-6' ( 54-) PRECAST 789 5'-10' ( 70') PRECAST 460 6'-6' ( 781 PRECAST 360 7'-6- (" 1 PRECAST 260 9'-4- ( 1121 PRECAST 156 10'-6'( 1261 PRECAST 116 6U8 US 6F12 6F16 1e 6F32 6F28 6F24 6F20 12UB CRrn UPLIFT LATERAL LENGTH TYPE 4S8 4S8 S-6- ( 421 PRECAST 687 371 4'-0' ( 481 PRECAST 597 320 4'-6- ( 541 PRECAST 529 258 5'-10-( 70O PRECAST 407 148 B'-6- ( 781 PRECAST 366 118 7'-6' ( 901 PRECAST 280 87 9'-4' ( 112') PRECAST 187 55 10'-6'( 1261 PRECAST 152 43 12F8 12F12 12F16 AA r r. r Sty: I. '.• N 1' 9 12F28 12F24 12F20 PAOOUI.TDRVIS6O 6 T - Ded10Wr p1NtA Ffurf l CRIUGPARRINO gw t;m ..J¢ cqoj, u R10 C1 • CAM @fnlbnUxy eC"T.f-r1B FL ENG• RpEUDCNQ—oal• CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES M' aub fARN4 Al. - CAFE GRAVITY LOADS FOR 6" PRECAST U-LINTELS VARSAFEoaEces r"AtOrts SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS Icmw+glr SAFE LOAD - POUNDS PER LtNFAR FOOT TYPE LENGTH 6U6 lot Is 6F12-tB 6FIS-18 6120-18 6F24-I0 6FM-16 6P32-19 Y-6' (421 PRECAST 2312 2676 3892 505D 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3892 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1897 3633 SOSO 6148 7227 8297 9357 5-16'(701 PRECAST 1067 1260 2198 3557 S734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1831 2B50 4328 6737 8297 9357 7'-6- (901 PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4' (1121 PRECAST 584 660 1056 1523 2084 2795 3731 10'-6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 r28081)--4'(1361 PRECAST 457 513 805 1133 1507 1952 2492 12'-0-(1441 PRECAST 425 477 744 1042 1377 1769 2238 13'-4-(1601 PRECAST 373 417 646 895 1170 1485 1 1862 2285 14'-0•(101 PRECAST 351 392 605 835 1087 1373 1703 N143717'-4'(2081 PRECASTNR 299 455 620 794 985 1198 Q) 114E NUMBERS IN PAFPTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE GENERAL NOTES - SHEET 1 OF 3 CE SAFE LOAD PLF TYPE LENGTH 6U8 6f8 RCMU Y-6' (421 PRECASI 587 1055 596 4'-0' (481 PRECAST 487 787 445 4'-6- (541 PRECAST 416 609 344 5'-10'(701 PRECAST 300 350 198 6'-E' (78-) PRECAST 263 496 157 P-6' (901 PRECAST 222 367 116 9'-4- (1121 PRECAST 173 352 74 10'-6'(1261 PRECAST 151 276 58 1)'-4-(136-)PRECAST 139 311 49 12'-0' (1441 PRECAST 131 277 44 13'-4-(160r) PRECAST 117 223 35 14'-0-(16n PRECAST 111 202 32 tY PRESTRESSED N.R. 130 21 I SEE GENERAL NOTE 18 C"Wo"Ift SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 61`8-11 6F12-11 61`16-11 6F2D-1T 6F24-IT 6F28-IT 2-11 S-6- (421 PRECAST 1412 2074 271S 3356 3997 4638 5279 4'-0' (481 PRECAST 1225 IBM 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 5'-IW(70I PRECAST 831 1222 16M 1979 2357 2736 3114 6'-6' (781 PRECAST 723 1097 1437 1777 2117 2457 2797 7'-6- (901 PRECAST 648 86304 1249 1544111 1840N 2135N 2431 9'-4- (1121 PRECAST 575 571M 90D 1252 1492J 1732 1972 10'-6'(1261 PRECAST 514 46206 787 m 1121 1336,, 1551 1766 I1'-4'(1361 PRECAST 474 404 685 985 j 1213 1442 1645 12'-e(1441 PRECAST 454 367( 619 8BB 1093 1299 1506 IY-4'(160' PRECAST 402 308 516 736 906 107604 1247 14'-O'(16B-) PRECAST 368 285 475 IN 677 832 M. 989 1145 17'-4'(2081 PRECAST 253 20B 330 476 585 693 B03 n THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NOL 4 4p1.4„,,. G PAl . oQIP,. • o G. •ENS O% 44 eir: :,ks T .: 7700 CRAIGPARRINO SS OIVAI r;C+•• 79SEFFNEAR33684 PRODUCrltUVISS, RWIdj x w10 "k t9wiMro w. eWmp+ioo41"e' 2 As"o tI Cc bnlmi SION ' e of I nn CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES IAkICFIC(XMLv 4 4 S S • ` "n Q to Iu121 ettuu a Drool inWALLAxwuiwo r1a f um. D/20 WWII *. tRUG rA1ID10. r.0 - Am. ft 44M ouwnt D. lulu AMR I Of 3 r SAFE GRAVrTV I neno env .n.- jM1r-CAlM SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12US 12rb20 i2F12-26 Itn6-29 1r0-n 12R4-n 1328.28 12W-21 Y-6' (42) PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0' (48) PRECAST 2923 4232 SUB 7619 9352 11060 12155 14438 4'-6' (54) PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-Itr(70) PRECAST 1612 2320 3218 52M 8487 11060 12755 1443 6'-6' (78) PRECAST 1383 1986 2679 4196 6421 10032 12755 144 7-6- (90) PRECAST 1138 1628 2131 3218 4676 6756 9763 135 9 -4' (112) PRECAST 795 1216 1535 2230 3083 4167 5593 755 10'-6'(126) PRECAST 614 1043 1295 1853 2516 3323 4334 5632 11'-4-(1361 PRECAST SIB 945 1162 1649 2216 2893 3719 474 12'-O'(144) PRECAST 4 66 888 1073 1513 2020 2617 3333 4206 1Y-4'(1601 PRECAST 359 767 926 1294 1709 218E 2743 3409 0. 14'-O'(1681 PRECASI 321 720 865 1204 1534 2017 2451 3106 1T-4'(208) PRECAST N.R. IS1 B31 881 1141 1428,j 1750tj 21 02, 19'-4-(2321 PRECAST NA 343 477 700 925 1152 1380 1609 wIDT 40 raw ADDm RF&R. S¢ CENFRAI xoa R0. 4 SAFE GRAVRY LOAnc CAD 4'1" over.e-..,...... j t`MIr SAFE LOAD - POUNDS PER LINEAR FOOT` v LENGTH TYPE 12ME 12R16.281NIF10- 12RF14- 12R116- @A(22- t21tl26- 121639 4E-4' (52) PRECAST 25M 2942 5468 7584 9640 111669 13679 15M 4'-6' (54) PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-8- (68) PRECAST 1347 1841 3555 6395 9640 11669 13679 1567 5-10'(70) PRECAST 1259 1758 3361 5954 9358 11669 113679 1S67 6 -8' (8O) PRECAST 90) PRECAST 116) PRECAST r .. 924 703 3891451 143D2633 2157 34224EM32157270 1257 9623 5417 1480Q7-6' 1132 T-8- 6380 ewmc 4o FnD Room RfDAR. SQ CE>tFA4t RoIE xa 4 CAD. . ...... W 5 7 :. ... CMI SAFE LOAD PLF LENGTH TYPE 12U8 12FO RCMU 3'-6' (42) PRECAST 1295 4841 393 467 PRECAST 1295 4841 299 4'-6- (54) PRECAST 1049 3922 241700 5'-10-(70) PRECAST 681 2547 155 6'-6(78) PRECAST 67 123 7-6' (901 PRECAST 71 914' 9'-4- (112) PRECAST 6 58 IV-6'(126) PRECAST 3 45409 11'-4-(136) PRECAST 41 3 12'-W(1441 PRECAST 1J34 34 13'-4-(1601 PRECAST 7 278 14'-0-(1681 PRECAST 9 251 17-4'(2081 PRESTRESSED 16 19'-4'(232) PRESIR EO 4 130 4'-4- (52) PRECAST 4'-6'. (54) PRECAST 5'-e (68) PRECAST 5'-10-(70) PRECAST 6'-e (BO) PRECAST 7'4' (9D) PRECAST 9'-8' (116-) PRECAST SEE GENERAL NOTES - SHEET 1 OF 3 SAFE LIPLILT I d%Ane cne •e• nnrr........ ... — SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12FB-21 IN12-2112T16-21 12F2D-2112124-1T 12F28-2112F32-2T 3'-6' (42) PRECAST 2752 4287 5613 6938 0264 9589 10915 4'-0' (48') PRECAST 2389 3721 4872 60 33 7174 8325 9477 4'-6' (54) PRECAST 2113 3291 431D 5328 6347 7365 8361 5'-10'(70) PRECAST 1623 2527 MID 4092 4875 5658 6441 6'-6' (78) PRECAST 1444 2269 2972 3675 4378 SMI 7-6- (90) PRECAST 1267 176) 2 3194 38D6 4417 9'-4 0012') PRECAST 1028 11)1 4 2006 2590 3087 3583p. 1336"4 10'-6'(126) PRECAST 920 947 1612 2281 2764 3209 11'-4'(136) PRECAST 858 829 1404 1982 2441 2902 al12'-O'(144) PRECAST 814 753 12690 1788 2201 2616 3032 IS-4'(160') PRECAST 678 633 1057 1485 1826 2169 2513 14'-O'(168') PRECAST 622 586 974 1365 16790j 1993 2309 17-4'(208) PRECAST 434 427 695. 964 1182 1402 1623 19'-4'(232) PRECAST TK 366 370 593 8170 1002 1187 13720 p MNIFRS RI PARENR M Mt KWA WMR016 FOR CRAG[ 40 MD ADDS WAAR SIC @CRAM NDY 1Q 4 SAFE UPLIFT LOADS FOR 12" PRECAST wl2" RECESS DOOR U-LINTELS SAFE LOAD -POUNDS PER LINEAR FOOT 4'-4' (52) PRECAST 1626 268,S 3746 417 4'-6' (541 PRECAST 1558 2582 36D2 S5 5'-8' (68) PRECAST 1210 2042 2850 55 5'-10'(70) PRECAST 1173 1984 2769 17 6--8' (80) PRECAST 1020 ISM 2426 14 7'-6' (90) PRECAST 9D4 1226 2163 94' 9;;8' (I16') PRECAST 7031o 771 1472 I ENS ' • 40 MD A PI,D+"q MM la 4 FOR 447 PR0 pf" REVISED T E F//:rY: AAo p Cc( RAIGPARRIflO 8pedbnCole o78R . 6324CA579 O..... A1_EN;`, SEFFNER.AI $3,180 q A, 4a4` FL P.E.%TCA10.4 4M CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES nS WJM DMn? t4 1 DUM O. A04R A.AAW mu. LM MIAM I -DARE MIAMI-DADE COUNTY Qakaiau PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamldade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations goveraing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the tight to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 Inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel -Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7,1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miam i-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer"s name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H Imy A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMI OADE COUNTY Expiration Date: 05/21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P.R., dated 06107196, revision #1 dated 11108196, sheet 1 of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables'; prepared by Craig Parrino, P. E., dated 0610 719 7, revision #4 dated 04128198, sheet I of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTML-S29-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 0713 019 7. signed and sealed by Christopher A. Hamon, P.E. C.• CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196. 349 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196. -4S pages, prepared by Craig Parrino, P.R., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report #20-8275 dated 06/20/95for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95for pre -stressing strand by The CrispinCompany. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report #58 A66332 dated01/28/96 for #4 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-MI9805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. A Mill Certified Inspection Report #84-M21208 dated 04/21/96 for 94 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #S rebar by Birmingham Steel Corp. ny A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . • None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets I & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed•by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. T&Aj A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, tilled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. S. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: OS/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on ,,Varch 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P. E. D. - QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION " 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Conttol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. •CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letterfrom Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. H41WA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 AST-CReT HIGH STRENGTH PRECAST AND r PRESTRESSED CONCRETE LINTELS PRODUMUNRwm d tonRJ71i0 wilA Ne FlaAe TYPE •A- STIRRUPS !,1 7/32'/ BAR STIRRUPS 6 7 4_ - B U TEIS Ulm ^TA U 2.rRRUPS A • B' STIRRUPS Y n STIRRUP DETAILS lem au R CTYC 7I t XD MAPS 14-e 0.131 e41 bill 114'-r 14 e 37-0• e 17 -4 O.lee 639 7 ]7 eAR -J 7 SZ + -2 t O 3 -e 11 0.1 713 1 -3 2 7/]OAR11'-P o.w 7e7 -0/ n•-0• 0.200 oil S 11•-Cr O 3'-R S t' toJ-r 0.110 W -o 7/]2 eMe 3•-0 1/e• 10 ow enrnAcr w / ow Orr•Cee IN1r113 I I —I )NTE1 11ATA TABLE tr LLi l .r e:cyla cl-I!lrt z mer..nr-s Ille;1F rualEmrm CCJ1 C1R rS11 LLWFJ7'.'J.:,IR..'4"F7 slim rm=R l"vm®c ao t mr l:•ara::anP,!nvt:.a s um lvao FSC1R[3C'[:7C1rQ tf fL::SL':IITT.'P.!"R,tL!SL.J[]O©L1tf ravravn rl n rt»:an+,crer o r no mtmO M ,OF Imnt W A1 W ilw SUM ml w $mmn- m" _ _ _ r•rr CARINL7MM1 uam ANN «ii 8" PRECAST U-LINTEL DATA TABLE n norRICCARr MMM ATOM D FAM= FOR FMM01 APMOTAL 11 D pnolMto M COPMMT IAWl Alm CAMN01 Rt ROe MM M pDiR11101t DRRolll IID MmR moniN CONSCXt OF CASC-Mit 115A6 Mt: 1. Ke00KM0 SR[L• 7/3] MII AAw Alf01 /!. /4 6. MMCI ill[ tolAL YlollO or S"' ARD I! R[oM OIAD[ W A!d Mtl; )//! IXCX e[OM[o D CWwICD SMAIM IROM MIS MAMIM n01m Wff4WAUTM PISMO % IMD or Illt llowMM0 OAOCr to CORM No. OF 1IDm0O . /, Ml )IR lnAOD ASiN ARIL tot+anL nlmmllD: C• . eloe PSI101 e' OA WOWS. SKM! 1 liltn" An]n00 61USODA: f. • 40ril IN ALL FOSS tACx OIL L fA rOUMS W POIAKMIK FWU4 !tA mew ! Cm11 ullus. o. O= I)cUSI MAT Ii WONUN of Ost0 1OOIALLTOlS1oR1rWCC . OA .gyp. at SI UNm RloOotalO CAN a S111rIMo VDo H[nitsm 11 10 Kie+ unme Aim maxom IOUCL G •ENS '. PROWCT IILvISRD nwmylyiy kiAAaFlOAaa AO PIAecc Now- o 03,02 CRAIGPARRINO DyD9j m- l'seu. f' GA`ff'%p.trA OmCR579 MtmnlD rr CC'', FL. RL LIC. NO. 46 mv, CAST—CRETE 8" LINTEL FABRICATION DETAILS SAFE GRAVITY LOADS FOR It" PRFcaRT R. ooec•rol:ccnn I u r.rx. e 40—I tIlrw SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 8U8 81'6-00 MD-19 tll2-M 6f12-16 M16--00 6t16-111 e120-99 1IM-16 0124-OL U24-10 8121-oe R78-16 8731-ae Si32-13 1'-a' (427 PRECAST 2211 30t9 3710 5193 CW7 034 9502 10951 306! 4605 113 7547 8174 103" 1ism 4'-0' (491 PRECAST 1966 2%1 2n1 38" 4m an 7034 8107 20113 46a5 6113 7547 M74 KIM 111150 4'-6- (541 • PRECAST 1529 1189 2110 MI 3733 4579 6400 6124 21M 43n 6113 750 1 W2 10014 11IM 5'-4- (641 PRECAST 1217 1349 08 1 1999 1500 3113 3681 1 4249 too 0 I s3E3 I ISO. 7442 O7S1 10127 5'-10'(701 PRECAST 1062 to$ 1173 1 1631 1 2000 2S49 3000 13470 1431 2621 1 4366 1 7148h 4036. 7161 am 6'-6• (781 PRECAST 908 1238 2177 1 3400 1 mi 7 4383 1 SM1 1230 2177 3450 1 SMI e36O JUSbA ow 7'-6' (907 PRECAST 74J IOIIHell Ira KV 22M Me 3191 3105 1729 2661 1 359t 5661 Np 9472 9'-4' (112) PRECAST 554 I91 116D 1625 Zoos NM 2111111 330 762 1245 1843 2S61 34M 4705 a320 10'-6-(1267 PRECAST 475 an 1247 1093 2717 2163 153e 43 1062 ISM 2M3 2781 3043 47-4 11'-4'(1361 PRECAST 362 Set 945 1363 OIKI 2423 3127 4006 Su 143 1368 We 1423 3127 4oM 12'-O'(1441 PRECAST 337 sso nl 1254 1684 2103 2805 40 840 873 1254 ties 2193 1e0S 330 13'-4'(160') PRECAST 296 a1 73s ton 1 220 I= 231/ IS 471 756 Ion 1428 late 1316 2M3 14'-O'(1681 PRECAST 279 44 70 lon llfe ICs7 2127 fU6 442 7M 1002 13M 1697 21V 2630 14'-8'(176 PRESTRESSED NJL N2 1R MR M M MR la 4S8 m 1370 19M 2243 2517 1 2712 15'-4'(1841 PRESTRESSED Kk M NR MR Nf ID MRN0 412 7I0 1 1250 1W MS 2170 1 2513 17'-4'(20n PRESTRESSED NR It9 NR I MR PR NR M 1 M 300 so ISO 1328 two 16/9 r 250 IV-4'(2321 PRESTRESSED KR. M K4 MR NR Me I0t is 135 420 750 1037 I262 ISIS 1716 21'-4'(2561 PRESTRESSED NA. M in At M NR M M 180 340 so NS 1114 13" 1468 22'-O'(2641 PRESTRESSED N,R MRM MR Nt Na MR MR 16S 315 550 784 1047 12a5 1399 24'-0' (2881 PRESTRESSED NA toMRNR fatM NR RR 129 230 450 Us 084 Io0 Im U) THE NU98M IN PARENT ES7S ARE PERCFM REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR SEE GENITIAL NOTE NQ 4 ON SKEET 3 Of 3. SAFE LATERAL LOADS FOR IP COCPeeT l neenroeeeen u . r.. w SAFE LOAD PLF LENGTN TYPE BUS 8F8 RCMU Y-6' (421• PRM45T 1025 1024 1598 4'-0' (481 PRECAST 765 763 1309 4'-C .(541 PRECAST 592 591 1073 5'-4- (84') PRECAST 411 1 411 745 5'-)0'(701 PRECAST 34D 339 616 6'-ri (781 PRECAST 507 721 490 7'-6' (901 PRECAST 424 534 363 9'-4' (1121 PRECAST 326• 512 230 10'-C(1261 PRECAST 284 401 180 11'-e(1361 PRECAST 260 452 154 12'-0'(1441PRECAST 244 402 137 IS-4'(1601 PRECAST 217 324 110 14'-O'(1681 PRECAST 205 293 100 14'-8'(176') PRESTRESSED N.R. 284 91 IS'-e(1841 PRESTRESSED N.R. 259 83 17'-4-(2081 PRESTRESSED N.R. 194 64 19'-4'(2321 PRESTRESSED N.R. 148 52 21'-4'(259) PRESTRESSED N.R. 125 42 2T-O'(264') PRESTRESSED N.R 116 40 24'-T (2881 PRESTRESSED N.R 91 33 5L 9E34ERAL NOTE 1& 18 ON SNEET 3 OF 3. NODucr 4dlq 0 °,r140h@ ''Z •03 ar ,7 M14p1i SAFE UPLIFT LOADS FDR a" PRFI:ACT A ooROToeoeen — ur.zr CAST Cac SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 6R-I1 t!D-21 bra-17 6T12-21 ans-1r Ond-21 A120-11 tr10-2r 8124-It Ills-21 U26-11 Br2t-21 K32-11 1V32-2r C (42' PRECAST 1569 MS 4 4394 520 6132 7001 1519 265S 3W4 4394 Stu 9132 7001 4'-O' (481 PRECAST f3e3 23M Solo 331s 4s70 5 6W9 1305 230 3DW 381s 670 5375 foN 4'-6- (54') PRECAST 12W 2040 2)07 011 4711 5379 1207 2040 2707 4043 6711 5379 V-4- (641 PRECAST loll 171 2276 lf!! 3261 4522 lose 471s 1278 i Im 3391 4522 V-10'(701 PRECAST 9>g 1567 mw 362D 4133 I e Is17 20I0 3107 JIM 4133 6'-6' (781 PREW 03s 140 166 2329 1 3OSf 3712t. en 1407 lets Un 27I0 3251 3712 7 -6' (807 PREfi1ST m 106 1624 2025 2 28A 322a m 1224 1624 202s 2428 1 21117 1 3233 9'-4' (112) PRECAST 59% 70SP 1136 1474 2157 2SW 1 O0 1643 jIIlSpJ 19M 2224 2610 10'-t; (126') PRECAST 53D WS 1188 1451 1736 2011 30 m 1472 17M 2m 2346 11'-4'(1]67 PRECAST 474 SW OW31 tv4 151 175,1494W7 EUCWD 1372 INS 1015 21V 12'-0' (1447 PRECAST 470 458 LIS f1 1369 15M 47o sso 1301 136D 1e1 eon1]'-4-(1SDI PRECAST 4R 7m 9N 1143 1323 128 . 460 1139 1416 1 1687 14'-O'(IGn PRECAST Woo 3680. SSO 724amet9 1054 1220 410 423 717 1063 E15e IW2 tool 14'-8'(176') PRESTRESSED 3' 50 672 0S 67e 1131 24t 395 M3 W 1516 1736 15'-4-(1841 PRESTRESSED 14 31I Ie0 07 7M 911 1054 230 sit I9t 124 UW ACM 17'-4'(208) PRESTRESSED e7 2e3 408 1 616 en 192 306 sot too Ilg6 1271 lul 19'-4' (2321 PRESTRESSED I0 229 34e 447 S47 647 747 466 20 429 63 Imij, Iffigj Im 21'-4'(2561 PRESTRESSED 142 21of w 301 361 4" Ste 655 141 111 323 537 721 us lots 2Y-O'(2W7 PRESTRESSED Il) 197 216 In 40 us MO In 223 35a su We ecs 9M 24'-0' (2881 PRESTRESSED 124 17O a s41 416 49264 s67 124 702 319 43S 606 M1 876 V) •^\.• l nlr9:ao Alit YLMXNI nUUL;IIDNS FOR CRADE 40 GENERAL NOTE NO. 4 ON SKEET 3 OF 3. G• cEN wrnv' O / ; - IN0DUCrRNV7S8D wm 0.IReNdsOpOZ. 0Dula a TE ,y ; CRAIOIIARRINO rot.! dvdwMnD4r 0 LOSEFFNR. MW to 6eY' a •ia u•r n 11 nIi 1 l YI4U14I; ! I :GUI:ffIQ 5r 1:Ci11f[iQr t Y[rl: _. y. I:R9lda( ;Ll;iyI FYGB .!s•E: 4 rvr o`+y 9 DETAILS laet:r.I liN:reld >r y JJi7I••\IN[H7•If:I;IS'I LYUI; IYa YIiCf n Acc reomnlV I AAAC FAR R" PRECAST w/ 2` RECESS DODR U-LINTELS cwz!a46tb SAFE LOAD - POUNDS PER LINEAR FOOT LENOTH TYPE us e916 w 6610-08 8RF14- rode oe e6n6 ce ew]o-le elff6-l9 dd10-v om-io 9Af19-10 M W25-18 MM-18 AST 1635 1749 3155 3260 4A9, 5421 6493 7557 1ASI 3616 s206 48w9 aOW 9419 low AST 1494 1528 3063 296t 3960 4946 5424 6901 1755 3699 5209 8676 am 6479 IMS PRECAST PRECAST810 866 920 17m 1716 22I) 2859 3402 3969 1107 x4e1CAST810 6s9 Ies3 I6D0 2124 tag 3n4 3700 1113 2N2 4242 1 6MK4 SM NW 870 6 -B" (SDI PRECAST 797 961118753120W487747a46n 901 1625 3120 sub Vs14n 13 7'-G (9D PREGIST 669 1490 2459 3779 6743 72Y 3823 755 149D 24N JIM 6743 49N I 9'-0 (1167 PRECAST 411 460 1558 2253 3126 4091 148 526 999 15SO 2253 3120 4150 5e91 1) THE NUMBERS L4 PARENTHESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE CFNERAL NOTE NO 4 MAM&AM 0 9dabdrr. a' 1-4 load - 40M pal re pNdw.w1 Gul -r moo palfs9rai - S000 1Y wamml 3A lom MINMftNNL wW pn ASW A815 QW& m Pv p0"4{. WNtm IN. IAUYwe 2) A .eb bud bllu bl d r pYNn.. 4 1" aNnd I N 4 j4SSp36Q Sale hoods brTOi N 0 b.649 Imp b I- 1w . t 1/i Mule. 3) HodO. tr a w boa NM kd pab, 4) Tod wade b =,ry bttdo lu paId placedw11s b. van 40 wddd wW. f 49G 7-C UAII 032-19 &IN w.k had - SM 00 In .du46al 4 607 ) - 600f pa N AI Bdeb wed0.4'f EAQtlksrwd.n+ wiu ypN a6 n -r w Im4a aub at exude t/ 4dbdl. e p un9mseeI6011im -pCZ.W MMo uft Q Sow- Rea 1*4 a HOW& 7) On 11 wMr MW to OtAkid IV Ie 13 OWL Q b4biolwa9w6mW d Wd =I ..-qb dD M. wNlaad 4d/ a dn"d d.mwdd 4' n btlnqW me "down .40 4 Ism-MIu w 0.0 dd--uIro...NI1Ny b.. d N.pp*L 10) 9A - ad add It) 90jbw ON .dld nla to W Md:d d M IPAM d 1M klal I -*- SAFE LATERAL LOADS FOR arPCe* b.{f1b IIA IbtRI d: SAFE LOAD PLF LENGTH TYPE SRU6 BRF6 RCMU 4'- 4' (S21 PRECAST 758 1 757 1164 4'- 6' (541 PRECAST 694 1 693 1073 5'- 8' (681 PRECAST 408 407 655 5'-) 0'(70') PRECAST 382 381 616 6'- 8' (SO) PRECAST 595 788 464 7'- 6' (201 PRECAST 509 674 363 9'- e (1161 PRECAST 370 490 214 N SEE CENERAI NOTE 18 12) w Wt rdetotA9 ok1-Itwbw'a M W ab r m.eUr 13) lv . d.Aa -wlwo d bddl lbddd b aWr o to mawn nb ShallIww W. , NI . 4- IpoW .. otnMOK. rOb AASIY C-M W QSWV"d paOT 14) U.I.b bad d.d ft-; 7 .191 boa. al.".uDtY _ 1nt4e6o'•ILLl'Ib IoSI-I164w16w IA dwdd IwDwaAIVW .4Acd boa Aped bob"d boa S IA Sd..rdtd b. d We b.Alo.td bad u) ru owpwlb & w wolo to Sam w W. boa b.m let INv 11-191d am" 16) W Wd kn4W ad eek w nb boa bo ad wvd"wen 17) Sda b. 6.1. o W mp.d d " half. 1Q $0. ben bud . n6ed dw14. 4Nr1j. p.l AC em -d AU >b e. m m eadl .r od '•°•b'wr4ii.''ss`.mm bda i:eedE.d SAFE UPLIFT LOADS FOR 8" PRECAST w/ 2" RECESS DOOR U-LINTELS 4^z-r. 4.a41n SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH ORFS- 11 me - it W10- 11 6at6- 21 6AF14- 1 an4- 2t 66r16- 1 6eFle- N622-11 2- 2 N176- 11 OM11- 2 eRFIO- n W30- 4 -4' ( 52') PRECAST ow 1668 2W 3D58 3751 444S 5140 978 1668 I 1361 30% 3751 1 4445 10 4'-6" (54j PRECAST a67 1iO4 2272 2935 3W) 4275 4943 eel ION 2272 2a» 3W7 4275 490 5'-6' (66' PRECAST 67S 12 1797 2321 t6S4 33e2 1 3911 6n 1269 1797 23n 26% 322 1 3911 5-10" (7D•) PRECAST e5s 120) 17" 1169 2773 3286 2769 RLS 12A 1746 2256 2773 3288 t799 PRECAST sm 9t9r. I& Vp 190o 2429p 2JUSI 33t9 70 1061) ISA 1980 2420 29A 3329 Y-6" (90') PRECAST sot le 1314 1765 21 2567 16ie 5o 898 1364 IM 21W 2567 2l0 1161 PRECAST 1 410ea 1222 1340 1es9 2100 396 SID ton 1388 U01 x0U Lul 1) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR MU 40 FIELD ADDED REM SEE GENERAL NOTE MD. 4 TYPE DESIGNATION Fmugmu aw / u - ul6ulr6 o11Wm1 CI IS REM AT r la mll w Won own 81F16-1B/IT J El 001J HwKq9`*. MMTofIs ImImW MOOD lam Af MP 1: FIT77A 1) Iwo 1- 1/Y CLEM I. SE WE LUM LOAD ,44NAA ... 1AW FOR Low MIMFOR ADISINAJ j REEINFORCED U0L ( RClel) N FULL COURSE PROD xcrite 41Nm awl"A17ilre.ridl4bNPI@t6a 0.44 I/Y GR) 40a ORW Ac -oElo Lim o ' Bp1H Call '• ••.<, rIR1 Q . uw I t. ru oS 1tam RI) DUCTILMSIy ac w om with ow Ybaido Obdd'wd Cbd4 aa A4..pbnc- N l GZ CWUOPARRINO buLoeLub 4 • t6 W e324 CA579 d SEFFNM FL 33504 n a a or I nae CAST—CRETE 8" LINTEL FABRICATION DETAILS t62 )MC.06W6)- 14 OAOR en cmPam PE - na. w 4os1 1WY 01 0 ww R.T. SiLi 6d A)7h1 111410 m owo fma M -Alt. 00. 44136 I mom ft to$ ULa 3 vs MIAMI-DADS NHA ff-DADS COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES ER PRODUCT CONTROL SECTION BOARD AND CODE ADMfMSTRATION D1VIS[ON i I L805 SW 2G Street, Room208 Miami, Florida 33175-2474474 NOTICE OF ACCEPTANCE (NOA) T(78I 31 - mlam F(786)3 ononi9rnvwmlamldadcnov/c nomyCastCreteUSA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued tinder the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER Product ControlSectiontobeusedinMiamiDadeCountyandotherareaswhereallowedbytheAuthorityHavingJurisdictionAHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product ControlSection ([ri 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 theacceptedmanner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use or 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 materialfailstomeettherequirementsoftheapplicablebuildingcode. This product is approved as described herein, and has been designed to comply with the High Velocity HurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: ( Cast -Crete) 411,611 & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Par•ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parriuo, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., oil August 19, 2014, all bearing tineMiatni-Dade County Product Control Revision stamp with the Notice of Acceptance number and the expirationdatebytheMiami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -DadeCountylogo. 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 tine performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of anyproduct, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply withanysectionofthisNOAshallbecauseforterminationandremovalofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -bytheexpirationdatemaybedisplayedinadvertisingliterature.. If*any portion of the NOA is displayed, then it shallbedoneinitsentirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the'manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages 13-1, E-2 and E-3 aswellasapprovaldocumentmentionedabove. The submitted documentation was reviewed by Helmy A. Makar, Y.E., M.S. MIAMI DAoe c ouMnr _// /a .. - NOA No. 14-0903.03 NOW=Expiration Date: 09/11/2018 1 &/ , cl 2 c ¢ Approval Date: 10/09/2014 Page I Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Lintel Details", sheet I of 1, prepared by Craig Parrino, P.R. dated March 24, 2003 and Drenving No. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lintel StO Load Tables", sheets 1 dtrargh 3 of 3, prepared bv Craig Parrino. P.E., dated ,March 24 2003, last revision #1 dated April 28, 2003 both drmrings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test reporl on flertu-td testing on 4", 6" & 12" Precast Concrete Lintels Filled and Unfilled Models, total of (13) concrete lintel specimens, per ASTjif E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by Christopher A. Ramon, P. E. C. CALCULLATIONS 1. Calctdalions for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrino, P.E., signed and sealed Lh Craig Parrino, P.E. 2, Calculations for Cast -Crete Lintels, dated 05129103. 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Qualio, System ale» oralfor Cast -Crete Afachine Made Precast Lintels revised on AA v 1, 2002. 2. Cast -Crete Quality System Itlanual for Prestressed Protlual dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, tided "Precast and Prestressed Lintel Details". sheet I of 1, prepared by Craig Parrino, P.E., dated klarch 24, 2003 and Drmving No. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared b Craig Parrino, P.E., dated ilfarch 24, 2003, last revision dated March 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Canty Building Code Compliance Orce. E. MATERIAL CERTIFICATIONS 1. Alone. HtWry A. Mahar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details'; sheer 1 of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing NO. LT4612, titled "Cass -Crete 4 ", 6" d 12 " Lintel Safe Load Tables ". sheets 1 through 3 0l'3, prepared by Craig Parrino, P.E., dated March 24, 2003. last revision dated Alarch / 1, 2008, all signed tad sealed by Craig Parrino, AE., on k4arch 22, 2012. B. TEST'S 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By X iemd-Dade County Department of Pera itti g, F.ntlronu ent, and Regulato y Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated Februa y 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Coda, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TEST'S 1. None. C. CALCULATIONS 1. Axone. D. QUALITY ASSURANCE 1. By A?ian i-Dade County Deparine t of Regulato p and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. 101fny A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of I, prepared by Craig Parrino, A E., dated March 24, 2003 and Drawing 1Vo. LT,1612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dieted March 24, 2003, lost revision dated June 12, 2014, all signed and sealed by Craig Pamino, P. E., on August 19, 2014. B. TESTS 1. Alone. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014. pages 14.201 through 14.236, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade Counn, Department of Regulalmy mid Economic Resom-ces (RER). E. MATERIAL CERTIFICATIONS 1. None. C. OTHER 1. Letter f-o n Cast -Crete USA, lac., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. HelqfpW. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-3 AS7' RETE HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE UNTELS 4" SOLID UNTEL DATA TARIE rAMAsiarv(ui},:, trarra r W 98imMIMAW11L•J,lr na+[tu at:attm 6" PRECAST U-LINTEL DATA TARIr i171Ati i Jr il:rt_Lifi' rrAm®r Ir Ir T®vno try Qtaru:tr oc v rscy.©a p oayr+lrur ncing vaol r i o r®rla.tu; raa rs zrr ram vn vtnaryrrrra>.r 1 •• 1 rmmFy;mmr2mF7zlrayr sTTt• r u! _.1 rary n^tm ram r orayr rrrvRAWITtif11HIP.2m rtr_ tramrtiL rQ•mr" 2,, r"E7ft7t7 mZ'vey-mvr7m FLJ rravIFF& 1:1rra.Lr O rryT3C9 r---VNlVMQ'!7 fIf 7 rl_ rrravtLiS' J R S> ru all mmar-MIJQ_R2' 9 r:aO may rntam r :.1 rticy r ea.ur! meza ael p mevr4n r^n cyru.0 rrry o vc>I arJyavc, 6 vn a le 12" PRECAST LI-LINTEL DATA TARIr r i m rffiT i7 DIEL*1 L'>3i rrn ryCryttarta_.lomrav zin r a e no laJtlra:uuLru U;UAvs:.l" UMr+no aa11® MI.L a r 111WA rMEM UZ.1 p ffl"K) PLUartuc r yull ao aair nraiyi m rrcvrRrrt®rtu_.(tc lrT,1 F'- NrSao trrve.p rs rt Irmrrsts Q r orFr',rr r.. Q>'f 1 7tc 7 a rta.t_moarinau_.!mcvTic t L.t r t1tLJ mc' iL' mc n pQaCr®l.11Jf!']7filLri•rt, 1IF7L"FlC1p 6r:Si 1.1171 tlJ f! f i t+,16Cy f!1_761Cy Cara 12' EseFle-A pIS]3Li'EI" iiKlm s+[m r11171®v rvnp turneryrEmrr®au r..i_r o vr r r c o oay`'¢ r rS:.lMf tn'ytVA:s lr%mr nar. L C•L f`C` lL•1• R:T) 111 f r.cs.1.+c1 I)Ii1 n 1IlL•1 rrn t vSh• cra rl.p r.Rr •.. allr} " m rmv nm t sa,a rr_.v d® C13SImlf}alFf TYPE ' a' PE ' A'_STIRA ns nor tt.tr •r twmx a ADVAM rot Pan= A"Mll. n a mme" R corr Iln um.1 IAIIIM of olltop to Oo oa1t11t" tmwl llraMM• •I m caum "a -cam lati M 1. w erse m16 11*1 •Y •all Mfl1 ra rk .Y is trw 11d111 cua•n• • nl• if •le, wlltu . 1M• ro am" M MM/Y MU a 1a14 9 IOW r1111• M •RIt• YOImD MI W WIU ItWM a mloft11lOIlmr.. MO• ro r00 .l. • W .o ft t•q /ml t.Ol DO M Ae lm•Igt• Gleq m• tUM - W M IR.•II•n,! M1 . 1I0• / Ir+l . •ol IOII t 2 11MOA . a "" 1•t surem. rut 1.rbJIM am a"" a "nowmn " t m Mat on t so ILM OQ• 1 toldt rM E.0 as On • All• 11 Ol "•ta• MTY Emma rim. llCl 8A PF a jt/ - lV; CRW PARRWo OR1 Gets: 6MCR679 7OAjAL. .•` SEFFNER, R. 33594 pRnnlu7lcevlsru r mupl7i• C Kith the Fle:iJ• owidlle CLJ• AmaIL Mo14- e4 E . 03 py+lolum lnno :-o!g mm PRECAST AND PRESTRESSED LINTEL DETAILS GENERAL NOTES 4, rgkbd - 3000 pit M—,t Wd - WN rlWill"111; —ar, W-h mNnon ad avi cww— bt 1W CIO .1% t" P. ASTM A1115 2:: so MNW Per AST C270 tAm M W S 2) Am mis bed uUm bad *ft MW: 4 imb mi&W bKft Sib bete Im rdd tr WA 12UB 114 12WSt,40 8. t bby M 9 bsobg DAP b k" I= 3) P td meaft bed am ft" pu 4) IM ft~ ift worm, ft WWA U&CSM la, olo bW L- 142k* ol-ft 5) As bads gad . "amd 30 &ftcB- LaMMM "" eWa eWnIeW160Mu.ldrmDm Wdim i. m"1.1 0 orpk"am go ROM m" 5) RMMWWill a .Ph& 1) 4- *0 0*b 10 bs kaftl / 4- &MW- WIM" OW 8' &MM" WkdL 6) W4 ,=a k ad rdd md cir" a% tu wddwwrd ftw1le"LL 12 C Ir ea 9 bq Paused ends b oemeadeb 13) 76. adclor WAK- -4 WAI W&W ift -d-AW c0mtk maw jy "b slid bm a caeo" .1 six. Wpbd inmdm -A ASIN C-226 W .90 "WO-0 0-ft 14) LWAds Wald W.4wa.* .1h b.6 61.14d be AKW41U* :rjq=.9,.R) _11%1=4 Appal m6c.1 bed W bwawad Wf0 e, 1.0 sd6 ,*9 Wd Sift hwhatil bw 15) fw cwnpoWA Mil bdibb M I WO Wk bed 1mm =A 1DW halld Strom 16) Fu NO W-9W net ft-N W -d* W I— -A 1"'d 1-0 -b- 17) Sede b2ft 06 -PUWVOU4 dWdW 40& is) Saf& bob bid 4. MU" didp -)mb pi, AC LV Wd AD 3A 11) Ams" b. WAWW %!j &kt, L-U bY Ft"WA9 -VA-1 Iartd =m;::;4wr(M4 bm jAst" bdw SEE SAFE LATERAL LOAD TABLES FOR LOAD RATING FOR M ADDITM REIIIFORMO CM (KAO FULL COARSE RMAR FOR 6' L11W SAFE LOADS FOR 4" SOLID LINTELS 4- 40ma" GRAVITY TYPE LENGTH 4S8 X- 6- (421 PRECAST 1180 4'-0- ( 481 PRECAST 959 4'-0* ( 541 PRECAST 789 6-10'( 701 PRECAST 460 V-6- ( 781 PRECAST 360 7'-6- ( 901 PRECAST 26D 9'-4* ( 1121 PRECAST 156 10'-6'( I261 PRECAST 116 4-M- 40-M UPLIFT LATERAL TYPE LE:N GTH, 4S8 4S8 Y- C (421 PRECAST 687 371 4'- D- (481 PRECAST 597 320 4'- 6- (541 PRECAST 529 258 5'- 10'(701 PRECAST 407 148 6'- 6- (781 PRECAST 366 lie 7'- 6- (901 PRECAST 280 87 9'- 4- (1121 PRECAST 187 55 10'- 6'(1261 PRECAST 152 43 mWkq mr—A 0.16 AW d d-0-7 WM 0- 12UB 12FB 12Fi2 k"'N "N, J2) ' 12FU 9) Tte go, male UMM*W.edbobIMMUm004bWt**s 1`1 1/2' MR TYP 5 MAR FOR 12' UnELS GR40 or CRSO 10) IM Rd" 7 J, d tu bw ca&4 11) bAbnraw•"W raw to bebatedCLU. wtwm Bus 6F8 6F12 61`16 • J 9ti E3 TYPF DESMAnom IMII mm 12 rl 6- 2FBIC/20T j L J =061-p WoTeguibm LXW amAM 4SO IMB 12F24 12F20 2 FRODuarfalvisim to moon mAvWW F, CFWGPAFRNO 12' WMWI " M R I MCRs? q SE by U16mn 6F32 61`28 6F24 6F2 ER, FL3MiALR. fAh9d;a2- I I.,. P.L Ur- Na447% Rlypslow 1M. T.1 K. F CAST- CR ETE 4', 6' - & 12" LINTEL SAFE LOAD TABLES U04 NP MAN AWAIM MCH DATE. 3/ 24/62 P&WM- KoL L14612 SWU I Of 3 c- SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 1a7 CiM9E SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12UB In-M 12E12-20 IVIC-20 OV20-20 12T24-20 12f28-20 12M-28 Y-6- (421 PRECAST 3428 5000 5838 17619 9352 11060 12755 14438 4'-0' (48') PRECAST 2923 4232 5838 17619 9352 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 17619 9352 11060 12755 14438 5'-10'(701 PRECAST 1612 2320 3218 15234 607 11060 12755 1444 6'-6' (781 PRECAST 1383 1986 2679 4196 6421 10032 12755 144 7'-6- (901 PRECAST 1138 1628 2131 3218 4670 6756 9763 135 9'-4- (112-) PRECAST 795 1216 1535 2230 3083 4167 5593 7552 10'-6-(1261 PRECAST 614 1043 1295 1853 2516 3323 43M 5632 ll'-4-(1361 PRECAST 518 945 1162 1649 12216 2893 3719 474 12'-0^(144") PRECAST 456 878 1073 1515 2020 2617 3333 42D 13'-4'(1601 PRECAST 1% 767 926 1294 1709 2188 2743 3409 14'-O'(1681 PRECAST 321 720 865 1204 1584 2017 2451 3106 17'-4'(2081 PRECAST N.R. 4511, 631D B81D 1141 eq 14284 1750 2102 19'-4' (2321 PRECAST N.R. 343(w 477, 700, 925 j I 152,J 1380 1609 0) 11a 40AOIOS N FAWMESS AK FfFWfi IEUMNS MR 0M 40 FIELD ADDED KRAR SEE UMRAL MOR 1M. 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS 4 ^10.4"m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE I= 120b2812NIO 12Ri14- 21t2EF22- IM25- IZT30-21 4'-4' (521 PRECAST 25M 2942 5468 7584 9640 11669 13679 15679 4'-6' (54') PRECAST 2319 2740 5468 7584 9640 11669 13679 15619 5'-8' (6n PRECAST 1347 1841 3555 6395 2640 11669 13679 1 V-10'(701 PRECAST 1259 1758 3361 5954 9358 11669 13679 15 6'-8' (801 PRECAST 924 1430 2653 4415 6884 1 1257 14 7'-6- (901 PRECAST 703 1203 2157 3494 5259 7922 9623 11 9'-8' (1161 PRECAST 359 843 1451 2157 3203 4427 5417 to 6380 1p MOMfWDE 40 FIELD ADDED KIM SEE CEMM WE RM FOR f - c C/ 1 l"\i"n SAFE LOAD PLF LENGTH TYPE 12U8 12F8 RCMU 3'- 6' (421 PRECAST 1295 4841 393 4'- 0' (48) PRECAST 1295 48411299JM 4'- 6' (541 PRECAST 1049 3922 2417 V- 10'(70') PRECAST 681 2547 155 6'- 6' (78') PRECAST 579 2167 1234D-0 7'- 6' (901 PRECAST 474 1771 914 9'- 4- (1121 PRECAST 355 1326 580, 10'- 6'(1261 PRECAST 306 1143 45 11 '- 4- (1361 PRECAST 278 1 1041 38 12'- O'(1441 PRECAST 260 971 34 tY- 4'(1601 PRECAST 229 857 278 14'- 0'(1681 PREC49 216 809 251 17- 4' (2081 PRESTRESSED N.R. 63 16 19'- 4'(2321 PRESTRESSED N.R. 534J 130 XL ULtlGNL 1 IL !G SAfELATERAL LOADS FOR AST rU 2' RECESS DOOR U-U 4'-4' ( 521 PRECAST 4'-6'. ( 541 PRECAST 5'-8' ( 681 PRECAST 5'-10'( 701 PRECAST 6'-8' ( 801 PRECAST 7'-6' ( 901 PRECAST 9'-8' ( 1167 PRECAST SEE GENERAL NOTES - SHEET 1 OF 3 MENBCA or ar I - 65 PLF SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS 4MR-4 nx SAFE LOAD- POUNDS PER LINEAR FOOT LENGTH TYPE 1118-21 12F12-2 12FI6-211-21 2120 12F24-1T 12128-2112T32-2T Y-6- ( 421 PRECAST 2752 4287 5613 6938 8264 9589 10915 4'-0' ( 48') PRECAST 2389 3721 4572 6023 7174 8325 9477 4'-6' ( 54') PRECAST 2113 3291 4310 532E 6347 7365 8384 5'-10'( 701 PRECAST 1623 2527 3310 4092 4875 565E 6441 6'-6' ( 78') PRECAST 1444 22 2972 3675 4378 50BI 15784 7'-6- ( 90') PRECAST 1267 1767.j 250A.3194 3806 a 4417 4502E 9'-4- ( 1W) PRECAST 1028 117 2006,, 2590 3087 3563,j 4079 113 10'-6'( 126-) PRECAST 9201 947 1612 2281 2764 3209 3653 11'-4'( 1361 PRECAST 858 829 1404 1982 2441 29D2 3354 12'-0'( 144j PRECAST 814 753 1269 1788 2201 2616 3032 13'-4'( 160') PRECAST 678 633 1057 1485 1826 2169 2513 14'-O'( 16n PRECAST 622 536 97404 1365 167 I1993 2309 17'-4'( 20n PRECAST 434 427 695 964 1182 1402 1623 19'-4'( 2321 PRECAST 366 370 593 817 1002 1187J 13720 U) THE MMMM N PAMFI HrM Ala nfl= MOUCFKM MR CMDE 40 FIELD ADND KBMA SEE CDVA 1ma 1m 4 SAFE UPLIFT LOADS FOR 1Y' PRECAST w/ 2" RECESS DOOR U-LINTELS 60II-town I SAFE LOAD - POUNDS PER LINEAR FOOT 584,E 1 4'-4- (521 PRECAST 11626 1 26M 13746 41 4'- 6' (541 PRECAST 1568 12582 13602 5'-8' ( 6n PRECAST 1210 2042 2650 55 5'- 10'(70r) PRECAST 1173 1984 2769 17 6'- 8' (801 PRECAST 1020 1538 2426 914y1 7'- 6' (9n PRECAST 904 1226 2163 I IV) PRECAST 703D 771, 1472, MJMMtl6 /MEMIMW AK PEA2:M FS01)CM f0M E N S,_ , 4o FXN ADDM KOMt SEE CEMENT MDR RX 4 447 11ROIwlf MVlIN e waPlyin1lwideINIturidaTQQF 4• f A4aagm4e o c o, 0 3 SRO" ; l • CRAM 5M7N6 O G• ••• SEfFNLR,A 33580 bad sal nacre act Ap4jNA 4. 4• FL. P.E/LTC.N0.4IP156 CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES I TOE MMAD OSWf-11 I O1AMM rn AM #AM =W 151 ve—asrwmw-- vL pm= I DUD a/sUD1 I aa00o m aus run+a rt. - sm ND 4nx I aumc la uuu sscn 4r 3T MI®DADS MIAMI-DADE COUNTY PRODUCT CONTROL. SECTION DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11.805 SW 26 Street, Room 209 BOARD AND CODE ADMINISTRATION DIVISION Miuni, Florida 33175-2474 T (786) 315-2S90 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHI (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 inch Fligh Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel- Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parritro, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur *after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause•for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be dono 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 H 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted documentation was reviewed by H Imy A. Makar, P.E., M.S. MIAMt•OADECOUNTY .o NOA No. 16-0126.03 Expiration Date: OR21/2017 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; prepared by Craig Parrino, P. E., dated 06107196, revision 41 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8"Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision 94 dated 04128198, sheet ! of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. flamon, P.E. C. • CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/11196,45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratory. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95 for pre stressing strand by The Crispin Company. 3. Mill Certified Inspection Report #20-8345 dated 11/13195 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report 42111-078240 dated 04/25/96for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham Steel Corp. 6, Mill Certified inspection Report #58 A66332 dated 01/28/96 for #4 rebar by Birmingham Steel Cap. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for 44 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96for #4 rebar by Birmingham Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96for #5 rebar by Birmingham Steel Corp. L'I. P"', 9. &4/4 ny A. Makar, P.E., M.S. ProducrControt Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet I of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LTB, titled "Cast -Crete 8"Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre stressed 8-inch Lintels, dated May 29, 2003, sheets L I through 1. 493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P.L. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2, Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. z- wzz- ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21t2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P. E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P.E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H6sd A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Dale: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8"Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department ofRegulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. HqVKA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 AST-RET6 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS Mont f It0xmm mlm„Cns mame Rm D le" w.& 7/ 3;0 BAR STIRRUPS TYPE " A" STIRRIIPC Y LINTEL Ln STIR DEu TAILS e C134 U2 3 7 D114-6-+ 0 Y- sIS-+- 0.1+0 oe7 T O - S 17 - t CASA Dn 7 22 7 W o r-e• 0 1 -+ 0. e 1 1 -J l O A -i S tl'-+• ILIN 727 7 2 W 10- 0ri'- o• 7/ 32 W e e V-e 2/P 10 O2D0 e11 7/32 W e e Y:2+'- 02U 2es 7/]2 W 2 O +'-S 1/2• 10 8" PRECAST W/ 2" RECESS DOOR U—LINTEL DATA TABLE of ma •.• aa s u..ara. uem me v auaf. wl elnl.Oam OR '.' M01aI; 7• -.•, u meta mom f fj,.MIMlflR[1NrDW LCf rASTAWIDN YOOfI i• 16 tnu wu,f mrA eir rn..l ., t.N I Z.1 RtSI MSCII UN7f. WRINr,IMl,16 CAU rA22ItATION u00f1 I.. t• fi.rJ 2lli:R!I iJJ:l2!•l'I:IIe'i71:l Y t 7- ra uar.i!I:rt vmac en o rz zn r oml vmamir L o mmmD®[3_ 3, mu40 LO¢ll I"rF3LTluL"V!Ecamva[[]• ffx rFltirl F lr_mt?A.H 1llmmlLrL7t Fi Ii[ i7 r2L?7Fl DtiLT7FWFMIUUL Lam t m I ISII r rx r>m o rr FX771 L® rrv=uME7A rFm Mira Fin o mtli L7r= mwT=lT lFTrn Fw-AL/aan" WaRMEmnimwfFIIiWlu" EMINA GtT'7mr, imrr s --,T-T iu3=VEL LF"uni 1. roel02teo 212: 7/32 US AS111 ASIOI A 04. a NMI 1lY IOt7A K010 Or SOUL" Ao rS UM OWE b ASIN ASMf1 T/10 0" KOWm a co"IW SWIgO roll GG1 DAWIf2 27CSf1 LOIN-001AM"0f nM&MS o 100 Of Mt *L n== CAOA M V"WU 391Ale AM AAIs. N0. Of SpMO,e . e. tm TNI 1. cocltte SIMMS: r.. ado PL IO2 0• 01001110CF0 act Noss eo,D 2 slomm Mc111SSSLD WWI fe . 4WO Ps, t40 ALL Foil tACN OD, rucASI a DIOI IONCS. L t! MIMS OF PRV99P7ILNE 11111W Pte S. DIII. L PUSI2nS IOM . 0.70 . fM. Cum Of COM09 NAT K =0 DI LOW 0. n_ r7IRps, Psiumtti to sfttmwm rY NO ANDMINIM. 0ML r2o F2opffwt T plromulmo a PROVIDED Fal Mom AlMoou "0 :i'< 9.11 P2D1ED III COP11=1 SAM AND CA1a1 2101 Q KPASOWOOROtIMt0 % H 1 6.e MINASHE FAINMall[" CORSOII OF CASI-C2tit lal. W.C. •'A/ON `` v : ATODUCT ILL>" MM f DNnaos coec AtapW^N t4 t-O 903,02 CRAWAFRUO nAr Z• fC 6324 CR S7B M+ D SEFFNER. FL 3nu FL. P.E. LIC. NO.41758 um CAST-CRETE 8" LINTEL FABRICATION DETAILS FILL UVI, eSRRI4/ I SAM 0 CAW M M f f. - 2t0, m 4056 1 Sa1D cM M WU SAFE GRAVITY LOADS FOR 8- PRECAST 8 PRESTRESSED U-LINTELS n THE NUMBERS IN PARDMSS ARE PERCENT REDUCIONS FOR GRADE 40 RELD AM REBAR. SEE GENERAL NOTE NO. 4 ON SHEET 3 OF 3. I SEE GENERAL NOTES - or SAFE LATERAL LOADS FOR eeeen u.1111re1 a can: 11e110T I nAn9 VnR a-- PRECAST a PRESTRESSED U.LINTELS 44-1-40R-ts, SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH 610-11 IM-21 0F12-17 1F12-21 6n6-1T IF16-21 0120-IT OF20-21 V24-It 924-21 U23-IT EU-21 932-n eF32-27 3'-6' ( 42 PRECAST 1569 2655 4 4394 5223 6132 7W1 1569 2659 U24 4394 5211 61l2 7W1 4'-0- (481 PRECAST 1363 2305 3010 MIS 45T0 sm am 1.16! 2100 30/0 3913 4570 S725 079 4'-6- (547 PRECAST 1207 2040 2707 3175 4N3 4711 5379 1207 2040 27W 3375 4043 4711 3379 5'-4' (64y PRECAST lotsm nn tale 3399 Leal 45n 1010 Ills I 2276 We 33" 3961 On 5'-10' (70 PRECAST on 1567 2 2593 3 07 36M 4133 921 Ise? 1 2oM 1 2513 1 3107 36121) 4131 PRECAST 140 1 1329 279 3251 3712c. an 0n1407 1 1060 1 23M 1 2720 3251 1 3712 7 - 6- (90' PRECAST n7 I 1924 20VI 2426 21n 3220 n1 1224 1S24 2025 2421 2927 3220 9'- e (I If) PRECAST 591 ADO 1136 1474 1015 2157 Mod 59I e62 1310 1143 19S9 2 2619 10- 6"(126 PRECAST sm SMS Ills 1110 1411 173E 2011 S30 as Ilso 14n 1703 2M5 2NS 11'- 4'(136' PRECAST 474 504 100 1W7 127 IS13 17M IW 414 607 1042 1372 1113 1915 2107 12'- 0' 144 PRECAST 7470 430 n4 139 1153 1309 V585ad 4M SWW 940 13W 1 lot ti 2075 IT- 4- (ISO-) PRECAST 413 306 607 703 oN 1143 13M IM . 460 76o IN 411 10 IOq fu 14'- 0-(1681 PRMASI 3" 3S0 SW n4 119 1054 1nD 410 425 717 TON IV@ 1502 leo'714'- 8'(1767 PRESTRESSED 239 3x 672 125 971 1131 240 395 U3 100 QD3 1510 1734 15'- 4-(1847 PRLSIRRfSSED 224 313 406 27 719 111 1054 n. 230 311 Is 100 1 14W 1669 17'- 4'(2081 PRESTRESSED fat 261 405 S21 p0 151 O13 hd 192 305 501 740 1 tnl 147) IV- 4-(2321 PRESTRESSED In 2M x1 447 547 iq 7u 166 263 4M 03 541 1059 12T7 21'- 4•(2561 PRESTRESSED 142 2N 307 323 410 Sq 656 142 2n 373 S37 721 905 IN0 22'- O'(2641 PRESTRESSED 1s7 197 m 3M 462 s16 am 137 2t3 350 III 606 ec+ 199 24'- D'(288 PRESIRESSED 974 170 7 T 41t 492 617 IN tm 319 4!5 Mt M7 076 d412w4 aaro• SAFE LOAD PLF LENGTH TYPE 8U8 BF8 RCIAU 3'- 6- (421' PRECAST 1025 1024 1598 4'- 0" (4n PRECAST 765 763 1309 4'- 6' (541 PRECAST 592 591 1073 5'- 4' (64') PRECAST 411 411 745 5'- 10-(701 PRECAST 3,40 339 616 6-- 6' (781 PRECAST 507 721 490 7'- C (On PRECAST 424 534 363 9'- 4- (1121 PRECAST 326 • 512 230 10'- 6-(1261 PRECAST 284 401 180 11'- 4- (136l PRM SST 260 452 154 12'- W (144) PRECAST 244 402 137 13'- 4-(160-) PRECAST 217 324 110 14'- T(16n PRECAST 205 293 100 14'- W(1767 PRESIRESSED N.R. 284 91 184-) PRESTRESSED N.R. 259 83 17'- 4-(2081 PRESIRESSEO N.R. 194 64 19'- 4-(232') PRESTRESSED N.R. 148 52 21'- 4'(2561 PRESIRESSED N.R. 125 42 22'- O'(264')PRESTRESSED N.R. 116 40 24'- 0'(28B') PRESTRESSED N.R. 91 33 SEE GENERAL MGM NO. 18 ON SHEET 3 OT 3. (A T r MODUCrRENZWED 6d11", Ma9i 16m A'+16a ',C 1aaPhiwa• pfoi6. , . uenoa4- g Az '03 Lis r y I nt hive ESLS ARE PERCENT NEDUCIIDNS FOR GNARL 40 GENERAL NOTE NO. 4 ON SHEET 3 OF 3. PRODUCT RRVISUD a' 0°91I1N Mi1A41w Fle11da Z- CRAIOPARRINO wtoaDaw s324CR579 Z— SEFFNER. R. S3S84 1 nmro` R- P.L LIC. NO.44750 8" LINTEL FABRICATION DETAILS CM W00, 2L - QG M 4034 1 =do 10110 VAL r- SAFE GRAVITY LOADS FOR All PRFCACT_1 v, ACCCQQ ne%r%O 1._2 1..—. t. SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 9elt-oo anti le 91s10-01 ettlo-m min4-9D am-I0 WID-0e W111-1e ettn-Fie eem-le 80"1 eam-le Mr3oge a s3o_Ie 4'-4' (52) PRECAST 1615 1749 3355 32" 4346 421 6423 3567 1691 36l9 51D6 6031 60i0 9471 10693 4'-0' (541 PRECAST 1494 15t9 OW 29" 396e 4940 5MAI SM M!3699 5206 00A 8M 9479 5'-e' (681 PRECAST 1166 920 IM 1718 2277 20.49 340 1107 24e1 4567 63e! 0 791 5'-10'(701 PRECAST 810 e59 16M I600 2124 2649 317 1113 2342 4242 06)9 0000 740 6'-8' (en PRECAST 797 901 1675 3120 WWO 7747 144 201 Ins 3120 5WA 7915 047 7'-6- (901 PRECAST 669 M 1490 2459 3776 5743 n3 755 1420 24W 3770 743 116' PRECAST 411 466 1568 2233 3129 409 526 9!! t560 2253 3129 41501 SAFE LATERAL LOADS FOR A" DRFrAST ud9" acrrea nnne ".. ".ram." e..,/Rm SAfE LOAD PLF LENGTH TYPE BRU6 8RF6 RCMU 4'-4' (521 PRECAST 758 757 1164 4'-6- (541 PRECAST 694 693 1073 5'-8' (66) PRECAST 408 407 655 5'-10'(701 PRECAST 382 381 616 61-8' (SDI PRECAST 595 788 464 7'-6' (901 PRECAST 509 674 363 9'-8' (1161 PRECAST 370 490 214 SAFE UPLIFT LOADS FOR Fill PRFCA4T mt v" Dailcee nnna Cwttr 40" SAFE LOAD -POUNDS PER LINEAR FOOT _ LENGTH TYPE AtFO.1T ttFt-2I tiil9-1 e9F10-21 Ms W14-1 imm-21 2M MrIll-1 Wlt- JIM m,22-n W22-21 3751 t-I 91R71- 4445 991.70-II W30-21 51404'-4- (52') PRECAST t0S 905 1"$ 2302 3050 3751 4443 5140 4'-6' (541 PRECAST 0W 1i94 n72 MIS 3607 4215 4943 007 104 2272 2M 3607 4275 4943 5'-8' (6n PRECAST 675 1797 23266, MS4 m e75 IM 1797 23M 2054 M115'-10'(701 PRECAST WS 1207 174t 222 2))3 6% 1437 1749 2259 2773 96'-8• 80) PRECAST 5M 9HI530 I060. 2429 1339239"- 570 1090 15A 1210 2429 7'-6' (901 PRECAST 742 1304 1793 2166 su e90 1364 IMS 21ti 1161 PRECAST 39S 46e e01 1222 1540 I05!' 216D 395 50 1072 13t6 1701 20U L111 to) cnc nurauu IN rAKLwIKLb4 AR L FUMENT REDUCTIONS FOR GRADE 40 nMD ADDED REBAR SEE GENERAL M07E NO. 4 GENERAL NOTES q 14.1ed.lir 1ra.d ' 1000 11) Ud b e. f a rely f•.! •dd•. d Id e.r a .mmed.b TYPE DESIGNATION td felt. •d 7c pMaad km - SOAR d fc13) IM .ddbl Mtn e4 k1lb iaMa b vWw camera ab met h_ ma9ES $d2 Fr - mug ! IDI cMN / u - 1116eIFD faOre.1 . 31105 N Iv 3A M ellfesd. . cet0q d Am s •Iffal i .ard..s. .9 ASIY I -CS a r emfor=mhs o7, . I WD t! D ..T bdn.a fal M2•• w amy I asui a I Is I wainarc q MIll MIS .r b Il) U.wb bc4d imAfae.d7 d0 veNed f•.tf .6t I6t hMlealy gwWe :. r ••... pnleatal lbae9ar ASS! Al'. Gar 1)D M febcdie b.4 d.aY r ehdal wr e.. 1mfB M erhrpand42Arn. N .r ! &VW b„ AOM „,al ft" b" i to 8 F16 -1 B /i T Q M .d. bed UM. r.N .e me'ete 4 WO n..d1d boa*% we Mkd taw SW 9eftm7bl bt4 '• f , fa41< ulhW.W6, to. NAeMIONS mnlr J 1 b.0b 1. Ira M.. 15) fa fM rigMe ml On% w .dt baa Ifen and bu a." wim Cp J `'WeM11T 0f 69 bd.n fEW AI 10 16) 7a ( dd 1N90• ad d•.l uft edt bet Uam ew1 b fed !pesn. 3) Radd. Ad mur rd eal led INdt ' 1 4) t t eaela w pnOtA bdMt. 0. 1RlI?)S.rb.G en xgedeta..w dlwc b MA . TS L (1) rm IV rdelim I. ,..: (f) MOD Inn W Ode wad rear. lt) SO- wan law a f.6..s a..y. 0.10.p. AD 33D .w AO 3u .. 0 yf_ r I!i W R322cfim 1 t477 l 5 301 0a 19) AfdT.ntl bbd wed apol fat r f I:d !n toyan y •dda9 aW&W ?s:: `• 1- f/!' CUM M KW mid r nnrl ddw rd..td eefa..a n.oa7 wi. 0MM t0et. IM idtl. Sa fLltl. eder. J. > j: '.. •. ttLA7ltS 1' tad bw bnewa IA 'i':v ri i • : :. SS9000 Mdto ma0. 'l• ear Seci. e 110431 m fppfe90e y_ 6) 3ata the 4YM a lsofal ,•, ', 47WA 7) ar 11 r11 n/Wawtofc4mddNIn15remrafrISODpsi ' . ' •_ •. f0 W/ Mn dfm ImIll awcW* IRA Ot smems m t • r • ' • • JS 1t01A IM At OM V SEE SATE LAX%& MADCAM 9) tr do*m, 09 ab.b M"Md lows Den or Id. bw lnw by .• TABM FOR LOW RATM F t,ty)t • tedt4 tD1701 t[Stlpltl9G tCdA ` 10RO xditOmnAadJIMdd-C q era. 0t `Ff. D CIW L •4 `• • • • • O 9'7- W AMOMM Mom III Um momm (A) It) t,.. ed 9mw nu COURSE PRnO4,crf1EN6wF3) ` G '. E N • ' O 11) Odbn W11 tdwfl fdr 10 s bald d Dr woo d 0. Idol uny. 1/2- Cllt IYP .4. (1) i5 I HAR g ,GDft f "kh fbe F7mif A G 0.44 • e 077UC71lAV151y CR40at GR60 Acayroce I+o _a U. 0,3: * : * SUm7dll6 43ar 1. A= Na! 8 bP; Hui gyp ERFL 5359t „otanf CAST—CRETE 8" LINTEL FABRICATION DETAILS Y 1 .A YO T:7 ; ,,, Iu tlurc: oalm_14 o6me t7. caw AfOIq It - Fta 99. a7a 9eAltf t61 ro seAlE _ U) ItIL NUMMia IN PARENMESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED RED& SEE CEREPAL NOTE M 4 5LL GWERAL NOTE 18 or CITY OF SANF BUILDING & FIRE PREVEN PERMIT APPLICA Application No: Documented Construction Value: S 3t'C-4 2-6-5 Job Address: 2 (eli r ak—e i Ocye Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New © Addition Alteration Repair Demo Change of Use Move Description of Work: J'Iwrblvi5 iz.A- --)(-OL- O-kk OL C""e - 1 4f(4.:na-cS w%-GC-L ( - Plan Review Contact Person: Acu'15 .Sen I- IDE, Ju_.J-e- - Title: Phone: Fax: Name Property Owner Information Phone: Street: Resident of property? City, State Zip: Contractor Information Name l2 T (Qt.!:zLz Phone: '-Z3-ILI3 - Street: at l (0.2h nan 1rc' Fax: NCO "2-qb" City, State Zip: Dv-CQ .-,cLo 3 2-'R 2-%4 State License No.: C-F, Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: _ Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT 1N Y( PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBT FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construc in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pc 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 w NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may found in the public records of this county, and there may be additional permits required from other governmental entities such as wt 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 requil in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submits The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction vale credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date 2 -q - I Signature of Contractor/Agent Date Print Contractor/A 'c Nam 1.-9-tE Signature of Notary -State of Florida Date PATSl181 M / COMMISSION OFF 12OU EXPIRES: August 2giioie804med11uuNgtmNh& i I ._ Owner/Agent is Personally Known to Me or Produced ID Type of ID Contractor/Agent is Persona Produced ID Type.of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ElectricalEl, Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures of H--ads Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: J-jne 30. 201S Permit Application i507 State Road 52 123 Miller Road IF 17-411111.49701 Bachman Road Established 1973J Judson, FL 34669 Valrico, FL 33594 /'•-. Orlando, FL 32824 www.RJkelty.com 127-863-5486 813.661-0707 407-SSS-2636 State license tt CF-0O20 2 R.J. KiELTY Page: 10 1 Proposal No: 717-13524 PLUMBING • HEATING , COOLING Proposal Date: 712612017 Drepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Atlantis - 1200 Lake Mary FL 32746 Ne 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: 40% Rough In 30°/a Top Out 300/6 Finish. NET 10 Days UI materials guaranteed to be as specified. All work to be completed In a workman like manner according to standard practices. Any alteration or deviationonlyuponwrittenorders, and will become an extra charge over and above the estimate. AllfromspecificationsbelowInvolvingextracostswill §sexaguled agreements contingent upon stokes, acrid del p nd our con et to caroLfire, tornado. and other necessary insurance. Our workers are fufly covered by workers compensation In e. j t%'--4, AUTHORIZED SIGNATURE- THIS PR POSAL MA'V BE WITHDRAWN IF NOT ACCEPTED IN 30 DAYS. We hereby submit specif ns and estimates for. Master Bath 1 Shower Sterling Accord 60x34 Base 72270100 While With Walls And Moen Chateau TL182 Chrome Valve 1 Toilet Gerber Maxwell 21912 1.28 White Elongated 1 Lav By Builder With Moen Chateau $4925 Chrome Faucet 2nd Bath 1 Tub Starting Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Tonal Gerber Maxwell 21-912 1.28 White Elongated 1 Lav By Builder With Moen Chateau 64925 Chrome Faucet Kltchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icernaker Line With Recessed Box 1 Dishwasher Hook Up Utilities I Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfilling Included For Sewer & Water Only (Slab Bacicrilling By Others) Backflotiv Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 40' Water Allowance: Additional $3 per foot Applies to any direct contract botween an ovmer contractor (RJIt) - Notice of Lien taws - Florida Statutes 713.001-713.37. Acceptance of Proposal - Theaboveprices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made i soutlinedabove. I agroe to pay reasonable attorneys fees court costs in the event of legal action. A monthly service charge of 1 1/29'6 vAll be added after 0 days. Any sewer taps deeper than 4 112 feet or requires backhoe or dewatering will be an extra charge. SIGNED: DATE OF ACCEPTANCE & PAGE 2: Branch: Hudson Last Edit By: Last Edit Date: 7/2712017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 3360 Job Address: JLA3L1 — l Historic District: Yes No Parcel TD: Residential Commercial Type of Work: Ne Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Informationjj Name Y I) gbi Yl') Phone: 4 7 - b)L4 7 • 3'7bb Street: )D14 1 d, J a'- Resident of property? : 1,p City, State Zip:) k. J'1Q L,, r- 3) 7y Contractor Information Name Q. C V GO Phu Phone: ' l D' ' Coy (P OU Street: 15 GG<S{'1 Fax: _ 1- O-7, t `Jr) City, State Zip: t UIP 1, 1:. FAG,- rl 31 r7 q State License No.: U 0603D gb Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information 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: 5/° 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID SWp-aturc of Contractor/Agent Date WtV F .fir -gook P ' t ntraetor/Agent's Name Signature of notary -State of Florida Date Srpo PAMELA S TERNUS P H Commission 0 GG 110622 g;T+ Expires August 7, 2021 Orf oPP 9aidradrtwaudyMNalarySerrbas Contractor/Agent is Personally Known to Me or Produced ID 41T—vpe of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application toot i t& ilescoqq MM-COUMrx TZS'nWG ].ABORATOR ES, INC. 31 S. Main St. Winer Garden, M 34787 PROJECT NO: 407-656-9656 G n t NO: I REt'EPORORT NO: REPORT OF II-.T-PLACE DENSITY TESTS PROJECT LU i/^ u c -, : _</_1— PROCTOR Si CONTRACTOR ON: SPEC CA'1Trr ,. REPORTED TO: OPTIMUM MOISTURE:) -° - ( % LOCATION: f, (" j 0 -ILi MAX%WIYJM DRY DENSITY: 10 ' MATERIAL: t- j' • L" •'1 5,, J. DATE TESTED: G CATION DEITH DRY DENSITY MAX DRV DENSITV PuRCBMP ou mairmaE INCHES lbs. eo. 2 IbL cu. M MAX. DENSITY PE11COVT Vj c. - j is 5 J --i .v 9 ,G 0- it, 9e V i2 WYNDHAM PRESERVE - LOT 126 SPECIFIC PURPOSE SURVEY FORMBOARD ' C _ G 3 N o N aCL LAKE MARY BOULEVARD v 46.) ty o a, CL • • VARIABLE WIDTH RIGHT OF WAY PER EAST LAKE MARY W BOULEVARD RIGHT OF WAY MAP COUNTY PROJECT PS-0137 WYNDHAM PRESERVE P. o LOT 126 N89'42'17"E (PB 81, PG 93) 40 000 Vi 10' UTILITY, BUFFER, in WALL & LANDSCAPE LOT 126c Z - EASEMENT(P)--- - - - ----- - ------- r AREA = _ c hr----------------------- , O d 5.54; 13.4 ^ 5.6 :5.5 W i 29.0 i = 2 PROPOSED 1 STORY RESIDENCE w DIMENSION NOTE: Proposed building dimensions LOT 127 g 1200 ATLANTIS n ; LOT 125 shown hereon are of the exterior. 3 ELEVATION - T ! Irk GARAGE - LEFT 1 FORMBOARD t\ 3 FFE= 29.97' 5.7 :5.5 Building Setbacks O (aSetbacks: Per construction plans for 1 2.3 WYNDHAM PRESERVE, City of Sanford, 2 1 Seminole County, Florida. Front = 25' ai Rear = 20' Side 5' 5.51 21.0 v; N--—— —— —N—------ — — — ——- 10' UTILITY 40.00 • EASEMENT (P) tip• S89643'10'1N ll comic SIDEWALK w o 0 0 U toFLICKER COVE coNc cuR6 a c 50' RIGHT—OF—WAY CENTER g,98' to (PRIVATE ROAD) LINE 01 PCP N89.43't04E 290.76' V PCPJ BUELDING 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. Mr —rani cqui mont LEGEND:AOUSSO-Access/Drainage/UUlities/SidewalkL8 -Licensed reventeBFP-Backflow Praventer Si ht Distance Easement9 S -Survey PRM-Permanent Ref. Monument R -Reported PCP -Permanent Control Point 0 -Description FP&L-Florido Power & Light P -Plat FFE -Finish Floor Elevation 0. .-Deed Book Water Meter O.R.-Official Records Book tad -Water Valve P.B. -Plat Book V-Fire Hydrant Pg.-Page Rt: l®-Reclalmed water Meter Elev. -Elevation RCOa-Reclaimed Water Valve Cone. -Concrete Cable Box BP -Brick Paver 07 -Telephone Box SW -Sidewalk El -Electric Box FFE-Flnished Floor Elevation m -Utility Pole CI —Curb Inlet Guy Pole GTI —Grate Top Inlet Light Pole P.U.E.—Public Utility Easement f---Guy Anchor RCP —Reinforced Cone. Pipe OU--Overhead Utilities PVC —Polyvinyl Chloride m —Storm Sewer Manhole NCS—No Comer Set (Falls in Water) G—Sanitary Sewer Manhole SF —Square Feet ENNo —Electric Handhole O.U.E. —Orainage/Utility Easement COO —Clean Out FMGO -MAC NAIL & DISK CvDG-Irrigation Control Valve P.K.-Parker Kalon Nail I. -Sign SIR -Set 1/2' Iron Rod L87768 wc.a-Cate Water Valve SPKO -Set P.K. & Disk L87768 Gas Meter FIR Found 1/2' Iron Rod L87768 I - -Existing Grade FlP -Found 1/2" Iron Pippe L87768 a -Slow-off Valve FPKO-found P.K. Nail &Disk L87768 `----Oroinage Flow Direction FCM -found 4'x4' Concrete 10.0 -Proposed_ Design Grade 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 plane and are subject to survey. 3. Elevations shown hereon am In feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NOVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for '"DHAM PRESERVE'. City of Sanford Seminole County. Florida. PREPARED FOR ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone 'X 5. This Specific Purpose Survey is for the location and elevation of the formboords only (THIS IS NOT A BOUNDARY DESCRIPTION: LOT 126, according to the plat SURVEY) of "WYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of Seminole County, Florida 555 Winderley Place, Suite 109 This certifiea that a survey of 44 hereon described property Maitland, FL 32751wasmadeundermysuprpardiPdl(d'Mepta the Standards of Practice set forth b %No q Professional Phone: (321) 270-0440 Surveyors & Mappers dh C sr It Administrative Fax: (813) 248-2266 code, pursuant A *bttrAaF OIIda a•.Statutea. Licensed Business NO. LB 7768 GeoPoint m Surveying, Inc. Ames D. Levlha'fik,•'•••O•'N. 'd°.`' 6915 ofawn:MTP Checked:JDL P.C.: Data File1rismEwt-Plat FLORID PROFESSIONAL B,ft*j1'Vi Jib . .................. NOT VAUD WITHOUT THE tNi"E AND THE ORIGINAL Data: 2/22/18 Dwg: BrhznEost-totl2e Order No.: RAISED SEAL OF FLORIDA U E S SU 0 AND MAPPER SEC. 17 - TWN.20 S. - RNG. 31 E. Flair! 8k: e-- F. CITY OF SANFORD p, BUILDING 8t FIRE PREVENTION PERMIT APPLICATION 4 T, Application No: Documented Construction Value: $ 3.920.00 Job Address: 2634 Flicker Cove Historic District: Yes No Parcel ID: 17-20-31-502-0000-1260 Residential X Commercial Type of Work: New ID 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 Phone: 407-886-3729 ext. 163 Fax: Name STARLIGHT HOMES FLA LLC Street: 1064 Greenwood Blvd Suite 124 City, State Zip: Lake Mary, FL 32746 Title: Pre -Construction Coordinator Email: aoosenwinkel@energyair.com Property Owner Information Phone: Resident of property? : NO Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct City, State Zip: Orlando FL 32810 Name: Street: City, St, Zip: Bonding Company: Address: Fax: State License No.: CAC1816317 Architect/ Engineer Information 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. 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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 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 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 %vill 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 aftd zoning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 3/22/2018 Signature of Contractor/Agent Date Robert 3/22/2018 Date 40, 9"'* Notary Public State or Florida Arionna C Rosenwinkel MY Commission GG 14703a o. w Expires 10/01/2021 Contractor/Agent is Peisonaffy Kai ZWn 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 APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: Revised: June 30, 2013 FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application WORK ORDER Job #: 33884 Date: 10/19/2017 145237 Subdivision I Phase Bld UU Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 126 2634 Flicker CoveADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip Sanford JFL 132773 1200 AtlantisModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pump R410a A/H-2 or FurnaccJobContact: A/H-1 or Furnace FB4CNP030L00 Job Phone: Heater or Coil CE2401 C05 Heater or Coil Date Requested: CU-1 CH14NB02400G CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base AHU Location N/A 1 st FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficient A/H-3 or Furnace A/1-14 or FurnaccMUSTBEACCURATEANDCOMP Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit No Efficiency Efficient Zoning Brand: Honeywell/Johnstone Vent. Damper Ye15omot7 Qty 1EAIPullsPermit: Yes Builder calls inspection: Yes Zone Kit #1 ZD1 EAI calls inspection: No Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 304.71 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 9 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 2 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BF080 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 Hours Cost 03-Fabrication Labor 1.54 19.40 Rou hin 1.925.00 04-Installation Labor 14.84 222.53 06-Piping Labor 6.13 104.13 Trim 1,925.00 14-Kitchen Vent Trim 02-Material/Tax 897.71 Permit 70.00 01-Equipment/Tax 1.334.45 80.0009-Permit/Other 011-Delivery Labor 1.00 12.64 20-Pull Material Labor 2.01 25.29 Total Contract: 3,920.00 12-StartupLabor 2.50 42.50 Job Starfight-Wyndham Performed for. Lot 126 -1200 TL 2634 Fkkercv Sanfo/d, FL 32773 Level 1 Energy Air, Inc 5401 EneWPk, Ct OAando, FL 32810 Phow 407-886%IM wo w.eneigyaircom GRenner@enegpiccom V Scale: U8" =1'0" FtiW*&dbOU 2o17 17A28 RSU17013 2017-0cF17162925 m PmeneMA125-1200TUup FINAL BOUNDARY SURVEY WYNDHAM PRESERVE LOT 126 z c (P8 81. PG 93) 0 o- v m LAKE MARY BOULEVARD N w VARIABLE WIDTH RIGHT OF WAY PER EAST LAKE MARY m BOULEVARD RIGHT OF WAY MAP COUNTY PROJECT PS-0137 v {, 0. o c b U _ _ _ N89042'171- v Z 10' UTILITY, BUFFER, ! 40'00' v'r WALL & LANDSCAPE ZCONC WALL EASEMENT(P) _____ mo - -- o, h -- LOT 126--- _ 9s w i lei AREA = Ki >t r ---4,841 S.F. O 115.5 J A/COPADcPATIO 5.5. O I STORY RESIDENCE2 r` LOT 127 LOT 125 C1 ; 2634 FLICKER t h COVE 1 r ZNFFE= 29.97' 3 5.7:5.5 Om8 O O i 1; ro to 2 2.3 a i Vz a0N Z a z9 a Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE% City of Sanford, Seminole County, Florida. Front 25' Rear = 20' Side 5' rer-real equi menc LEGEND: LB -Licensed BFP-Backflow Preventerrevst Si ht Distance Easement PerrmonentS -Survey PRM Ref. Monument R -Reported PCP -Permanent Control Point 0 -Description FP&L -Florida Power & Light P -Plat FIFE -Finish Floor Elevation 0. . -Deed Book Water Meter O.R.-Official Records Book 04 -Water Valve P.B. -Plat Book f--Fire Hydrant Pg.-Page RC® -Reclaimed Water Meter Elev. -Elevation RCD4-Reclaimed Water Valve Cone. -Concrete Cable Box SP -Brick Paver m -Telephone Box SW -Sidewalk E -Electric Box FFE -Finished Floor Elevation 0 -Utility Pole CI -Curb Inlet Guy Pole GTI-Grate Top Inlet Light Pole P.U.E. -Public Utility Easement Guy Anchor RCP -Reinforced Conc. Pipe OU--Overhead Utilities PVC -Polyvinyl Chloride Storm Sewer Manhole NCS -No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF -Square Feet EHHo -Electric Handhole O.U.E. -Drainage/Utility Easement COO -Clean Out FMGD -MAG NAIL & DISK A6'VD4-Irrigation Control Valve P.K. -Parker Kolon Nail p -Sign SIR -Set 1/2' Iron Rod L87768 W04-Gate Water Volvo SPKO -Set P.K. & Disk L87768 Gas Meter FIR -Found 1/2' Iron Rod L87768 1 . -Existing Grade F1P -found 1/2* Iron Pipe L87768 0 -Blow-off Valve FPKO -found P.K. Nail do Disk L87768 -"--Drainage now Direction FCM -Found 4'x4' Concrete Proposed Design Grade Monument PRM L87778 Ae-8uilt/Existing Grade Note: Some items in above leaen mar not be aoolicoble) 1 Description I Date I Dwn.ICk'd I P.C.IOrder No. n ' a; CONC WALK I ui O lb i U WM' 40.00 6 S89'43'10'1V CONC SIDEWALK tip' W 10' UTILITY EASEMENT (P) to FLICKER COVE `-CONC cuRe N o 50' RIGHT—OF—WAY CENTER 8.96' (PRIVATE ROAD) 4 ZLINE 1_PCP N8W43'10'E 290.76' V PC SURVEY NOTE: NO SOD AT TIME OF SURVEY. DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. SURVEYOR'S NOTES: 1. Current title Information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements. rights -of -way, set back lines, reservations, agreements. and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located Including, but not limited to foundations (footings). utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGV029). 4. This Survey is subject to matters shown on the plat of DHAM PRESERVE'. City of Sanford Seminole County. Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties is prohibited without the written consent of the signing party or 6. This survey is intended to be displayed at 1' - 20'. 7. All boundary line dimensions are field measured unless otherwise noted. BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone 17 DESCRIPTION: LOT 126, according to the plat of WYNDHAM PRESERVE", as recorded in Plat Book 81, Page 93 Public records of Seminole County, Florida Last Date of Field Survey: 05 25 18 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors & Mappers in Chapter 5J-17. Florida Administrative Licensed Business No. LB 7768 code, pursuant to Secti n 472.027, Florida Statutes. / GeoPoint Surveying, Inc. A es D. Leviner LS6915 Drawn. RCA Checked: JDL P.C.: Data File: A PROFESSIONAL SURVEYOR & MAPPER NO. .................. NOT VAUD WiTHOUr THE SIGNATURE AND THE ORIGINAL Oate:OS/30/18 Dwg:BAaaonfaat-1at128 Order No.: ^ umirn srei CIF A F1 nRinA I iCFN4Fn ruRVFYOR ANn uAPPFR SEC. 17 - TWN. 20 S. - RNG. 31 E. Field Bk: ENVIRONMENTS FOR pv; lZ - 44 SITE ID: 379376 LOT:129 BLOCK: MOUSE 26NI STREET: FUCKER COVE CITY: SANFORD STATE FL ZIP:327?1 COUNTY: SEMINOLE ACCOUNTO., 9MTAFL BUILDER: STARLIGHT HOMES SUBDIVISION: WYNDHAM PRESERVE COMMUNITY: WA PLAN: HOP 11011612017 PROGRAM: MERS)100% TESTER: EFL IECC: 2009 CUMATE ZONE PROPERTY OWNER: PROPERTY ADDRESS: 2634 FUCKER COVE, SANFORD. FL 32771 TEST: BLOWER DOOR RESULT: PASS TESTER: Dave Rmft DATE: OVA=16 TEST NAME CORRECTION NEEDED BUILDER VERIFIED RATER VERIFIED WA 5.1 Atkt Access Panel (fulty gaskoted and insulated X 5.2 Atot dM Star ((ulty gasketed and insulated X 5 4 Recessed Lightmg Fixtures (ICAT labeled and *sled to d II X 5.5 Whole-0ouse Fan insulated gaskated to the *;.In*;.Ing X 7.3 Fresh air ventdauon Installed per pMrom SPM 'e, X Bbvwr Door BO To BDACWW Room Pttwaum Teat BUILDING ORIENTATION PROORAM VOLUME U. CODE VOLUME CU: PROGRAM SHELL CODE SHELL S 160' - '' a t WA 11,196 0 0 PROGRAM CFM 60• CODE CFM 60' PROGRAM ACM 60 CODE ACH 50 PROGRAM of SM0 CODE of swell 0 A;006 7 652 '•:. v 4.57 Metwo , 1 Mal BO'm 0 Bdtm 2 0 Bdrm 31 0 ' \ r : i . • E . Bmm 6 0 Rmll 0 ' • b Rm3l 0 Dour I 0 Bttrin 4 0 Rm 2 0 CO Oetemn Erorgy Slat Gua06ed ttwa? ERItloM LWAV Packs ? 60 at Of Hardwood LWft Mum Be CFL Or LED Low Fbw Foucab, TOOM 41C7 Pmerammalft TAetnaseat? x Cat16Md Oren PmW@m Leval Rpulm VMwl Inspoetbn eymm IMm Coulon Mentdedbrtar Name ModN 91 Modal 02 Model03 Moth 04 SYSTEM 1 WATER HEATER GARAGE AO SMITH ENT 50 110 SYSTEM 2 WATER HEATER SYSTEM WATER HEATER SYSTEM 4 WATER HEATER SYSTEM 1 FURNACE SYSTEM 1 HVAC OUTDOOR OUTSIDE CARRIER CM14NB024 UNITSYSTEM 1 HVAC INDOOR COIL SYSTEM 1 HVAC AMU (HEAT INTERIOR CARRIER FB4CNP030 PUMP) SYSTEM FURNACE SYSTEM 2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INDOOR COIL SYSTEM 2 HVAC AMU (HEAT PUMP SYSTEM 3 FURNACE SYSTEM 3 MVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AMU (HEAT PUMP SYSTEM FURNACE SYSTEM HVAC OUTDOOR UNIT SYSTEM 4 MVAC INDOOR COIL SYSTEM 4 MVAC AMU (HEAT PUMP) BUILDING SPECIFICATIONS 1 ' BUILDING CHARACTERISTICS AS DESIGN • VALUES AS BUILT • VALUES COMMMENT a OF BEDROOMS REM NA NA CEILING FLAT REM NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM NA NA EXPOSED FLOOR REM NA NA ABOVE GRADE WALLS (REM) NA NA DUCT SUPPLY R-VALUE (REM) NA NA DUCT RETURN R-VALUE REM NA NA t TEST: BLOWER DOOR RESULT: PASS TESTER: OmRweN DATE: OS2Y201! BUILDING SPECIFICATIONS B LOINOCWIRACJERI8TIC8 A80EBION-VALUER ASBUILT-VALUEB COMMMENT PROGRAMMABLE THERMOSTATS (PRIf) M- W VMV#AWft rYES:, WATER HEATER TYPE PRIF CONVENTIONA Rill! WATER HEATER FUEL TYPE PRIF IELEC$RIC10109 WATER HEATER SIZE, EFFICIENCY 6 LOCATION PRI INFILTRATION HOUSE LKG ACM REM y NAM Ilii1?57rCi !5.7 ACME, f50SP suli FRESH AIR VENTILATION TYPE PRIF AIRiYCY CN R49WX W."ll VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL REM NA NA VENTILATION FLOW REQUIRED REM NA NA VENTILATION EQUIP. RATED CFM REM NA NA VENTILATION 0 OF FANS REM NA NA VENTILATION TIME • HRSIOAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPEC'S PRIF INTERIOR % OF CFL'S PRIF DISHWASHER PRI REFRIGERATOR PRIF FOUNDATION TYPE PRIF) SLAB TYPE PRIF) SLAB AREA PRI SLAB DEPTH PRIf SLAB FULL PERIMETER PRIf SLAB GRADE PRIf FLOW RING PRIf HEATING REM NA I NA COOLING REM NA I NA AIR -SOURCE HP REM NA INA WATER HEATING (REM) NA INA Ar FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 2634 Flicker Cove Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 2634 Flicker Cove (Lot 126) Jurisdiction: Cond. Floor Area: 0 Cond. Volume: 11196 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): 852 Q;—i. — aA.,lt: 0nint Tnet r1nt. HOUSE PRESSURE FLOW: 1 50 Pa 852 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm ELA: 47 EgLA: 111 ACH: 4.57 SLA: ACH(50) ' : 4.57 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405.2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. Digitally signed by Dave Revelle Date: 2018.05.29 11:11:19 EDT CN=Dave Revelle, O-TopBuildL0JJQHomeServices, OU, EMAILADDRESS=dave.revelle Signature: Otopbufld.com, C=US Printed Name: N/A Date: 05/29/2018 Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the third parry conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Thank you tot allowing Topaulle the apponumry to provide the above services lot you. Please leel tree to contact me with any questions. 10/25/2017 379376